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Reports - Traffic Study - 03/28/2025
Traffic Impact Study Touchmark at Fort Collins Fort Collins, Colorado Prepared for: Touchmark LLC T R A F F I C I M P A C T S T U D Y Touchmark at Fort Collins Fort Collins, Colorado Prepared for Touchmark LLC 5150 Southwest Griffith Drive Beaverton, Oregon 97005 Prepared by Erick W Berry, PE, PTOE, RSP1 Kimley-Horn and Associates, Inc. 3325 S. Timberline Road Suite 130 Fort Collins, Colorado 80525 (970) 822-7911 March 2025 This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. 03/28/2025 292068000 Touchmark at Fort Collins Page i TABLE OF CONTENTS TABLE OF CONTENTS ................................................................................................... i LIST OF TABLES .............................................................................................................ii LIST OF FIGURES ...........................................................................................................ii 1.0 EXECUTIVE SUMMARY ........................................................................................... 1 2.0 INTRODUCTION ....................................................................................................... 4 3.0 EXISTING AND FUTURE CONDITIONS .................................................................. 6 3.1 Existing Study Area ...........................................................................................................6 3.2 Existing Roadway Network ................................................................................................6 3.3 Existing Traffic Volumes ..................................................................................................14 3.4 Unspecified Development Traffic Growth .........................................................................14 4.0 PROJECT TRAFFIC CHARACTERISTICS ............................................................. 18 4.1 Trip Generation................................................................................................................18 4.2 Trip Distribution ...............................................................................................................19 4.3 Traffic Assignment ...........................................................................................................19 4.4 Total (Background Plus Project) Traffic............................................................................19 5.0 TRAFFIC OPERATIONS ANALYSIS ...................................................................... 24 5.1 Analysis Methodology ......................................................................................................24 5.2 Key Intersection Operational Analysis .............................................................................25 5.3 Project Accesses and Future Intersections ......................................................................33 5.5 Auxiliary Turn Lane & Vehicle Queuing Analysis .............................................................34 5.6 Improvement Summary ...................................................................................................34 5.7 Transit Evaluation ............................................................................................................37 5.8 Multimodal Transportation Analysis .................................................................................37 6.0 CONCLUSIONS AND RECOMMENDATIONS ....................................................... 48 APPENDICES Appendix A – Base Assumptions Form Appendix B – Intersection Count Sheets Appendix C – Intersection Analysis Worksheets Appendix D – Queue Analysis Worksheets 292068000 Touchmark at Fort Collins Page ii LIST OF TABLES Table 1 – Touchmark at Fort Collins Project Traffic Generation ................................................18 Table 2 – Level of Service Definitions .......................................................................................24 Table 3 – Fort Collins Minimum Level of Service Thresholds ....................................................25 Table 4 – Harmony Road & Lady Moon Drive LOS Results ......................................................27 Table 5 – Harmony Road & Cinquefoil Lane LOS Results ........................................................28 Table 6 – Le Fever Drive & Lady Moon Drive LOS Results .......................................................29 Table 7 – Le Fever Drive & Cinquefoil Lane LOS Results .........................................................31 Table 8 – Rock Creek Drive & Cinquefoil Lane LOS Results .....................................................32 Table 9 – Project Access Level of Service Results ....................................................................33 Table 10 – Turn Lane Queuing Analysis Results .......................................................................35 Table 11 – Pedestrian LOS Analysis Results ............................................................................38 Table 12 – Fort Collins Pedestrian Directness LOS Criteria ......................................................38 Table 13 – Pedestrian Directness LOS Calculations .................................................................39 Table 14 – Fort Collins Pedestrian Continuity LOS Criteria .......................................................40 Table 15 – Fort Collins Pedestrian Signalized Street Crossing LOS Criteria .............................43 Table 16 – Pedestrian Signalized Street Crossing LOS Calculations ........................................43 Table 17 – Fort Collins Pedestrian Visual Interest & Amenity LOS Criteria ...............................44 Table 18 – Fort Collins Pedestrian Security LOS Criteria ..........................................................45 Table 19 – Fort Collins Bike LOS Criteria ..................................................................................46 Table 20 – Bicycle LOS Analysis Results ..................................................................................47 LIST OF FIGURES Figure 1 – Vicinity Map ................................................................................................................5 Figure 2 – Existing Geometry and Control .................................................................................13 Figure 3 – 2024 Existing Traffic Volumes ..................................................................................15 Figure 4 – 2028 Background Traffic Volumes............................................................................16 Figure 5 – 2045 Background Traffic Volumes............................................................................17 Figure 6 – Project Trip Distribution ............................................................................................20 Figure 7 – Project Traffic Assignment .......................................................................................21 Figure 8 – 2028 Total Traffic Volumes ......................................................................................22 Figure 9 – 2045 Total Traffic Volumes ......................................................................................23 Figure 10 – Recommended Geometry and Control ...................................................................36 292068000 Touchmark at Fort Collins Page 1 1.0 EXECUTIVE SUMMARY Kimley-Horn has prepared this report to document the results of a Traffic Impact Study for the Touchmark at Fort Collins project proposed to be located at the northeast corner of the Le Fever Drive and Cinquefoil Lane intersection in Fort Collins, Colorado. The project is proposed to include senior assisted living and senior independent living uses. It is expected that the project will be completed in the next several years; therefore, analysis was conducted for the 2028 short-term buildout horizon as well as the 2045 long-term planning horizon. The purpose of this traffic study is to identify project traffic generation characteristics to determine potential project traffic related impacts on the local street system and to develop the necessary mitigation measures required for the identified traffic impacts. The following intersections were incorporated into this traffic study based on coordination with the City of Fort Collins: · Harmony Road and Lady Moon Drive (Intersection #1) · Harmony Road and Cinquefoil Lane (#2) · Le Fever Drive and Lady Moon Drive (#3) · Le Fever Drive and Cinquefoil Lane (#4) · Rock Creek Drive and Cinquefoil Lane (#5) In addition, the proposed full movement accesses along the existing Cinquefoil Lane and future Le Fever Drive were evaluated. All three proposed accesses are anticipated to be gated, for security purposes; however, each access is planned to allow for full access movements. Regional access to the site will be provided by Interstate 25 (I-25) and US Highway 287 (US-287). Primary access will be provided by Harmony Road, Lady Moon Drive, Cinquefoil Lane, and Rock Creek Drive. Direct access will be provided by two full movement access intersections along Cinquefoil Lane, north of Le Fever Drive, and one full movement intersection at the intersection of the future Le Fever Drive and the existing Brookfield Drive. Touchmark at Fort Collins is expected to generate approximately 838 weekday daily trips, with 55 of these trips occurring during the morning peak hour and 69 of these trips occurring during the afternoon peak hour. 292068000 Touchmark at Fort Collins Page 2 Based on the analysis presented in this report, Kimley-Horn believes Touchmark at Fort Collins will be successfully incorporated into the existing and future roadway network. Analysis of the existing street network, the proposed project development, and expected traffic volumes resulted in the following conclusions and recommendations: · The proposed project will feature three accesses, two along Cinquefoil Lane, and one along the future Le Fever Drive. The south access along Cinquefoil Lane will align with the existing access to the medical complex to the west while the north access along Cinquefoil Lane will be located approximately 650 feet south of Harmony Road. The access along the future Le Fever Drive will align with the existing Brookfield Drive. · All three proposed project accesses are recommended to operate with stop control on the exiting approach out of the development. It is recommended that a R1-1 “STOP” sign be posted on the approach exiting the development at each access location. · A single shared lane is expected to be sufficient for all three driveway approaches exiting the development. · Crosswalk striping is recommended to be installed across all three of the driveway approaches exiting the development. · The existing TWLTL is anticipated to be sufficient for the southbound left turn movements at both accesses along Cinquefoil Lane. Northbound exclusive right turn lanes are not anticipated to be necessary at the accesses along Cinquefoil Lane. · An exclusive eastbound left turn lane, and an exclusive westbound right turn lane, are not anticipated to be necessary at the project access along the future Le Fever Drive. 292068000 Touchmark at Fort Collins Page 3 · The City of Fort Collins has implemented adaptive signal timing along the Harmony Road corridor, including at this intersection. The City provided a model with signal timing for the operational analysis, and these timings were used without modification for all analysis scenarios. Under the existing conditions the intersection operates at an acceptable overall LOS D during the AM peak hour; however, the intersection operates at a non-compliant overall LOS F during the PM peak hour. This operational performance is expected to continue into 2028, both prior to and after the addition of project traffic. By 2045, operations are expected to worsen to LOS E and F, during the AM and PM peak hours, respectively, both prior to and with the addition of project traffic. Modifications to the existing adaptive signal timing plan are not recommended, as they may worsen operations for other movements at this intersection and impact the adaptive timing along the Harmony Road corridor. The City is aware of the capacity issues for eastbound and westbound through movements on Harmony Road during peak hours. Citywide network improvements are being explored to reduce corridor demand but are unrelated to this project. Based on the analysis and coordination with the City of Fort Collins, no improvements or modifications are recommended for this intersection to accommodate project traffic. · Upon construction of The Savoy, Le Fever Drive will be extended between Cinquefoil Lane and Brookfield Drive, introducing a new westbound approach at the intersection. The westbound approach was assumed to feature a shared through/right turn lane and a left turn lane. Although traffic volumes do not warrant a need a westbound left turn lane, it was assumed that one will be installed to align with the existing eastbound left turn lane, for optimal traffic flow alignment. Additionally, it was assumed that the new westbound approach will be stop-controlled. Given the existing roadway configuration along Cinquefoil Lane, it was also assumed a southbound left turn lane would be provided from within the existing TWLTL. · Any onsite or offsite improvements should be incorporated into the Civil Drawings and conform to standards of the City of Fort Collins and the Manual on Uniform Traffic Control Devices (MUTCD) – 11th Edition, 2023. 292068000 Touchmark at Fort Collins Page 4 2.0 INTRODUCTION Kimley-Horn has prepared this report to document the results of a Traffic Impact Study for the Touchmark at Fort Collins project proposed to be located at the northeast corner of the Le Fever Drive and Cinquefoil Lane intersection in Fort Collins, Colorado. The project is proposed to include senior assisted living and senior independent living uses. It is expected that the project will be completed in the next several years; therefore, analysis was conducted for the 2028 short-term buildout horizon as well as the 2045 long-term planning horizon. The City of Fort Collins Transportation Impact Study Base Assumptions Form, which includes the conceptual site plan utilized for this study, is provided in Appendix A. A vicinity map illustrating the project development location is shown in Figure 1. The purpose of this traffic study is to identify project traffic generation characteristics to determine potential project traffic related impacts on the local street system and to develop the necessary mitigation measures required for the identified traffic impacts. The following intersections were incorporated into this traffic study based on coordination with the City of Fort Collins: · Harmony Road and Lady Moon Drive (Intersection #1) · Harmony Road and Cinquefoil Lane (#2) · Le Fever Drive and Lady Moon Drive (#3) · Le Fever Drive and Cinquefoil Lane (#4) · Rock Creek Drive and Cinquefoil Lane (#5) In addition, the proposed full movement accesses along the existing Cinquefoil Lane and future Le Fever Drive were evaluated. All three proposed accesses are anticipated to be gated, for security purposes; however, each access is planned to allow for full access movements. Regional access to the site will be provided by Interstate 25 (I-25) and US Highway 287 (US-287). Primary access will be provided by Harmony Road, Lady Moon Drive, Cinquefoil Lane, and Rock Creek Drive. Direct access will be provided by two full movement access intersections along Cinquefoil Lane, north of Le Fever Drive, and one full movement intersection, at the intersection of the future Le Fever Drive and the existing Brookfield Drive. 292068000 Touchmark at Fort Collins Page 6 3.0 EXISTING AND FUTURE CONDITIONS 3.1 Existing Study Area The existing site is currently undeveloped. Residential uses are located to the east and south of the site. Banner Fort Collins Medical Center is located northwest of the site while vacant lots are located south of the medical center. Lots are also vacant directly north and south of the site. However, The Savoy, a proposed residential development located at the southeast corner of Le Fever Drive and Cinquefoil Lane is anticipated to be constructed within the next few year, prior to this proposed development. An employment technology district is located northwest of the site on the north side of Harmony Road. 3.2 Existing Roadway Network Harmony Road extends east/west with three through lanes in each direction, a raised median, and bike lanes on both sides of the roadway. The posted speed limit near the site is 45 miles per hour (mph). The North Front Range Metropolitan Planning Organization (NFRMPO) classifies Harmony Road as an Expressway per the NFRMPO 2050 Regional Transportation Plan. The City of Fort Collins classifies Harmony Road as a Major Arterial per the 2019 Transportation Master Plan. Lady Moon Drive extends north/south with a single lane in each direction, a two-way left-turn lane (TWLTL) between Harmony Road and Le Fever Drive, and a bike lane in each direction. The posted speed limit near the site is 30 mph. The NFRMPO and the City of Fort Collins classify Lady Moon Drive as a collector. Cinquefoil Lane extends north/south with a single lane in each direction, a TWLTL, and a bike lane in each direction. The posted speed limit near the site is 30 mph. The City of Fort Collins classifies Cinquefoil Lane as a collector. Rock Creek Drive extends east/west with a single lane in each direction and a bike lane in each direction. The posted speed limit near the site is 25 mph. The NFRMPO and the City of Fort Collins classify Rock Creek Drive as a collector. 292068000 Touchmark at Fort Collins Page 7 Le Fever Drive extends east/west between Lady Moon Drive and Cinquefoil Lane, with a single through lane, a TWLTL, and a bike lane in each direction. There is no posted speed limit, therefore, it was assumed to be 25 mph. The City of Fort Collins classifies Le Fever Drive as a local road. The future segment of Le Fever Drive, between Cinquefoil Lane and Brookfield Drive, is planned for construction as part of The Savoy, a proposed multifamily development. This segment of roadway is anticipated to be constructed as a local road, featuring a single lane in each direction, and on street parking along, with a posted speed limit of 25 mph. The signalized intersection of Harmony Road and Lady Moon Drive operates with protected-only phasing on the east/west Harmony Road legs and permissive-only phasing on the north/south Lady Moon / Technology Parkway legs. The east and westbound approaches provides a left turn lane, three through lanes, and a right turn lane. The right turn lane for the westbound approach is channelized with yield control. The northbound approach provides a left turn lane, one through lane, and a right turn lane. The southbound approach provides a left turn lanes and a shared through/right turn lane. An aerial photo of the existing intersection configuration is below. 292068000 Touchmark at Fort Collins Page 8 Harmony Road & Lady Moon Drive (#1) The unsignalized ‘T’-intersection of Harmony Road and Cinquefoil Lane operates with right-in right-out access and stop control on the northbound Cinquefoil Lane approach. The eastbound approach provides a separate right turn lane with three through lanes while the westbound approach provides three through lanes. The northbound approach provides a single right turn lane. An aerial photo of the existing intersection configuration is below. Ù NORTH Harmony Road Technology Parkway Lady Moon Drive 292068000 Touchmark at Fort Collins Page 9 Harmony Road & Cinquefoil Lane (#2) Ù NORTH Harmony Road Cinquefoil Lane 292068000 Touchmark at Fort Collins Page 10 The unsignalized ‘T’-intersection of Le Fever Drive and Lady Moon Drive (#3) operates with stop control on the westbound Le Fever Drive approach. The southbound approach provides a left turn lane with a TWLTL and one through lane. The northbound approach provides a shared through/right turn lane while providing a TWLTL for future use if a west leg is ever incorporated at this intersection. The westbound approach has a separate left turn and right turn lane. An aerial photo of the existing intersection configuration is below. Le Fever Drive & Lady Moon Drive (#3) Lady Moon Drive Le Fever Drive Ù NORTH 292068000 Touchmark at Fort Collins Page 11 The unsignalized ‘T’-intersection of Le Fever Drive and Cinquefoil Lane (#4) operates with stop control on the eastbound Le Fever Drive approach. The northbound approach provides a shared left turn/through lane while the southbound approach provides a shared through/right turn lane. The southbound approach has an existing TWLTL for future use when the east leg is constructed. The eastbound approach provides separate left and right turn lanes. An aerial photo of the existing intersection configuration is below. Le Fever Drive & Cinquefoil Lane (#4) Ù NORTH Le Fever Drive Cinquefoil Lane 292068000 Touchmark at Fort Collins Page 12 The unsignalized intersection of Rock Creek Drive and Cinquefoil Lane (#5) operates with stop control on the northbound and southbound approaches of Cinquefoil Lane. All approaches of this intersection provide a shared left turn/through lane and a separate right turn lane. An aerial photo of the existing intersection configuration is below. Rock Creek Drive & Cinquefoil Lane (#5) The intersection lane configuration and control for the study area key intersections are shown in Figure 2. Ù NORTH Cinquefoil Lane Rock Creek Drive 475' 400' 275' 225' 500' 525'425' TWLTL TWLTL 100' 70'80' 95' TWLTL 175' 292068000 Touchmark at Fort Collins Page 14 3.3 Existing Traffic Volumes Existing turning movement counts were conducted at the study intersections on Thursday, September 5, 2024, during the weekday morning and afternoon peak hours. The counts were conducted during the morning and afternoon peak hours of adjacent street traffic in 15-minute intervals from 7:00 AM to 9:00 AM and 4:00 PM to 6:00 PM on this count date. The existing intersection traffic volumes are shown in Figure 3 with count sheets provided in Appendix B. 3.4 Unspecified Development Traffic Growth According to information provided on the website for the Colorado Department of Transportation (CDOT), the 20-year growth factor along roadways in the vicinity of the site are an average of 1.26. The 20-year growth factor equates to annual growth rate of 1.15 percent. Traffic information from the CDOT Online Transportation Information System (OTIS) website is included in Appendix A. This annual growth rate was used to estimate short-term 2028 and long-term 2045 traffic volume projections at the key intersections. In addition to the growth associated with the CDOT growth rates, the background traffic included the traffic associated with The Savoy, a future residential development located at the southeast corner of Le Fever Drive and Cinquefoil Lane. The development is anticipated to be constructed within the next few years, prior to the construction of the proposed Touchmark at Fort Collins development. As part of The Savoy, Le Fever Drive will be constructed between Cinquefoil Lane and Brookfield Drive. With the new roadway, minor adjustments to the travel patterns associated with the existing residential units east of Brookfield Drive were anticipated. Therefore, traffic volumes associated with The Savoy, documented in the TIS for The Savory, dated September 2022, as well as minor modifications to the existing traffic volumes, were included in the 2028 and 2045 background traffic volumes. Excerpts from the TIS are included in Appendix A. Background traffic volumes for 2028 and 2045 are shown in Figures 4 and Figure 5, respectively. 116(129) 2651(2156) 85(9) 79(120) 1348(2372) 5(2) 6(99) 1(36) 3(20) 56(141) 23(4) 169(148) 1 2825(2291) 7(31) 1388(2581) 49(39) 2 2(3) 42(35) 16(67) 134(169) 1(6) 159(141) 3 2(18) 15(9) 8(29) 1(0) 39(22) 25(16) 4 8(4) 100(59) 7(6) 10(21) 33(89) 8(10) 2(7) 10(5) 5(8) 11(3) 14(8) 26(17) 5 125[144] 2775[2257] 89[9] 86[134] 1411[2483] 5[2] 6[104] 1[38] 3[21] 67[156] 24[4] 202[164] 1 2957[2398] 15[52] 1453[2702] 65[48] 2 7[5] 68[50] 22[83] 142[181] 2[10] 175[152] 3 4[2] 35[17] 16[7] 1[15] 7[21] 16[9] 9[22] 8[28] 1[0] 1[3] 39[23] 20[15] 4 8[4] 105[62] 7[6] 10[22] 35[93] 8[10] 2[7] 10[5] 5[8] 12[3] 15[8] 27[18] 5 1[1] 6[2] 7[10] 2[5] 1[1] 10[6] 8 151[173] 3370[2741] 108[11] 103[161] 1714[3016] 6[3] 8[126] 1[46] 4[25] 79[187] 29[5] 240[197] 1 3592[2913] 17[59] 1765[3281] 76[57] 2 8[6] 77[57] 25[98] 172[219] 2[12] 211[183] 3 4[2] 36[18] 23[10] 1[11] 7[28] 19[11] 9[23] 9[33] 1[0] 2[6] 46[27] 24[18] 4 10[5] 127[75] 9[8] 13[27] 42[113] 10[13] 3[9] 13[6] 6[10] 14[4] 18[10] 33[22] 5 1[1] 10[4] 7[16] 2[11] 1[1] 14[8] 8 292068000 Touchmark at Fort Collins Page 18 4.0 PROJECT TRAFFIC CHARACTERISTICS 4.1 Trip Generation Site-generated traffic estimates are determined through a process known as trip generation. Rates and equations are applied to the proposed land use to estimate traffic generated by the development during a specific time interval. The acknowledged source for trip generation rates is the Trip Generation Manual1 published by the Institute of Transportation Engineers (ITE). ITE has established trip rates in nationwide studies of similar land uses. For this study, Kimley-Horn used the ITE Trip Generation Report fitted curve equations that apply to Senior Adult Housing – Detached (ITE Land Use Code 251) and average rates that apply to Senior Adult Housing – Multifamily (ITE Land Use Code 252) and Assisted Living (ITE Land Use Code 254) for traffic associated with the development. Touchmark at Fort Collins is expected to generate approximately 838 weekday daily trips, with 55 of these trips occurring during the morning peak hour and 69 of these trips occurring during the afternoon peak hour. Calculations were based on the procedure and information provided in the ITE Trip Generation Manual, 11th Edition – Volume 1: User’s Guide and Handbook , 2021.Table 1 summarizes the estimated trip generation for the site. The trip generation worksheets are included in Appendix A. Table 1 – Touchmark at Fort Collins Project Traffic Generation Land Use and Size Weekday Vehicle Trips Daily AM Peak Hour PM Peak Hour In Out Total In Out Total Senior Adult Housing - Detached (ITE 251) – 19 Dwelling Units 144 4 7 11 7 5 12 Senior Adult Housing - Multifamily (ITE 252) – 137 Dwelling Units 444 9 18 27 19 15 34 Assisted Living (ITE 254)– 96 Beds 250 10 7 17 9 14 23 Total Site Generated Trips 838 23 32 55 35 34 69 1 Institute of Transportation Engineers,Trip Generation Manual, Eleventh Edition, Washington DC, 2021. 292068000 Touchmark at Fort Collins Page 19 4.2 Trip Distribution Distribution of site traffic on the street system was based on the area street system characteristics, existing traffic patterns, existing and anticipated surrounding attraction information, and the proposed access system for the project. The directional distribution of traffic is a means to quantify the percentage of site-generated traffic that approaches the site from a given direction and departs the site back to the original source. The project trip distribution for the proposed development is illustrated in Figure 6. 4.3 Traffic Assignment Touchmark at Fort Collins traffic assignment was obtained by applying the project trip distribution to the estimated traffic generation of the development shown in Table 1. Traffic assignment is shown in Figure 7. 4.4 Total (Background Plus Project) Traffic Site traffic volumes were added to the background volumes to represent estimated traffic conditions for the short-term 2028 buildout horizon and long-term 2045 planning horizon. These total traffic volumes for the study area are illustrated for the 2028 and 2045 horizon years in Figures 8 and 9, respectively. 25%[0%] 18%[0%] 37%[0%] 0%[55%] 1 25%[0%] 37%[0%] 0%[25%] 2 0%[5%] 0%[55%] 43%[0%] 5%[0%] 3 0%[3%] 0%[21%] 0%[5%] 15%[0%] 33%[0%] 5%[0%] 0%[7%] 0%[39%] 4%[0%] 6%[0%] 4 10%[0%] 0%[10%] 5 0%[24%] 0%[15%] 27%[0%] 10%[0%] 24%[0%] 0%[10%] 6 0%[22%] 0%[5%] 5%[0%] 5%[24%] 15%[0%] 24%[5%] 7 24%[0%] 0%[5%] 0%[29%] 5%[0%] 8 6[9] 4[6] 9[13] 19[19] 1 6[9] 9[13]8[9] 2 2[1] 17[19] 10[15] 1[2] 3 1[1] 7[7] 1[2] 3[5] 8[12] 2[3] 2[2] 12[13] 1[2] 1[2] 4 2[4] 3[3] 5 7[8] 5[5] 6[8] 3[5] 6[8] 3[4] 6 7[7] 2[2] 1[2] 10[13] 3[6] 7[10] 7 6[10] 2[2] 9[10] 1[1] 8 131[153] 2775[2257] 89[9] 90[140] 1420[2496] 5[2] 6[104] 1[38] 3[21] 67[156] 24[4] 221[183] 1 2963[2407] 24[65] 1453[2702] 73[57] 2 9[6] 85[69] 32[98] 142[181] 3[12] 175[152] 3 5[3] 42[24] 17[9] 1[15] 10[26] 24[21] 11[25] 10[30] 13[13] 2[5] 40[25] 20[15] 4 8[4] 105[62] 7[6] 10[22] 35[93] 10[14] 2[7] 10[5] 8[11] 12[3] 15[8] 27[18] 5 7[8] 5[5] 6[8] 20[55] 6[8] 74[43] 6 7[7] 2[2] 1[2] 27[63] 3[6] 78[49] 7 1[1] 6[2] 7[10] 2[5] 6[10] 1[1] 2[2] 9[10] 1[1] 1[1] 10[6] 8 157[182] 3370[2741] 108[11] 107[167] 1723[3029] 6[3] 8[126] 1[46] 4[25] 79[187] 29[5] 259[216] 1 3598[2922] 26[72] 1765[3281] 84[66] 2 10[7] 94[76] 35[113] 172[219] 3[14] 211[183] 3 5[3] 43[25] 24[12] 1[11] 10[33] 27[23] 11[26] 11[35] 13[13] 3[8] 47[29] 24[18] 4 10[5] 127[75] 9[8] 13[27] 42[113] 12[17] 3[9] 13[6] 9[13] 14[4] 18[10] 33[22] 5 7[8] 5[5] 6[8] 22[62] 6[8] 86[50] 6 7[7] 2[2] 1[2] 29[70] 3[6] 90[56] 7 1[1] 10[4] 7[16] 2[11] 6[10] 1[1] 2[2] 9[10] 2[2] 1[1] 14[8] 8 292068000 Touchmark at Fort Collins Page 24 5.0 TRAFFIC OPERATIONS ANALYSIS Kimley-Horn’s analysis of traffic operations in the site vicinity was conducted to determine potential capacity deficiencies in the 2028 and 2045 horizons at the identified key intersections. The acknowledged source for determining overall capacity is the Highway Capacity Manual (HCM)2. 5.1 Analysis Methodology Capacity analysis results are listed in terms of Level of Service (LOS). Level of service is a qualitative term describing operating conditions a driver will experience while traveling on a particular street or highway during a specific time interval. It ranges from LOS A (very little delay) to LOS F (long delays and congestion).Table 2 shows the definition of level of service for signalized and unsignalized intersections. Table 2 – Level of Service Definitions Level of Service Signalized Intersection Average Total Delay (sec/veh) Unsignalized Intersection Average Total Delay (sec/veh) A ≤ 10 ≤ 10 B > 10 and ≤ 20 > 10 and ≤ 15 C > 20 and ≤ 35 > 15 and ≤ 25 D > 35 and ≤ 55 > 25 and ≤ 35 E > 55 and ≤ 80 > 35 and ≤ 50 F > 80 > 50 Definitions provided from the Highway Capacity Manual, Seventh Edition, Transportation Research Board, 2022. Study area intersections were analyzed based on average total delay analysis for signalized and unsignalized intersections. Under the unsignalized analysis, the level of service for a two-way stop-controlled intersection is determined by the computed or measured control delay and is defined for each minor movement. Level of service for a two-way stop-controlled intersection is not defined for the intersection as a whole. Level of service for signalized intersections are defined for each approach and for the overall intersection. 2 Transportation Research Board,Highway Capacity Manual, Seventh Edition, Washington DC, 2022. 292068000 Touchmark at Fort Collins Page 25 The 2021 the Larimer County Urban Area Street Standards (LCUASS), define adequate public facilities (APF) standards, or minimum level of service thresholds for intersection operations. The APF standards for intersections within the city limits of Fort Collins were considered applicable. These APF standards, or minimum level of service thresholds, are defined in Table 3. Table 3 – Fort Collins Minimum Level of Service Thresholds Intersection Control Overall Any Approach Leg Any Movement Signalized D E E Unsignalized Arterial / Arterial Collector / Collector E F - Unsignalized Arterial / Collector Arterial / Local Collector / Local Local / Local D F - Roundabout E E E Thresholds taken from the LCUASS Table 4-2, 2021. 5.2 Key Intersection Operational Analysis Synchro traffic analysis software was used to analyze the signalized and unsignalized key intersections for HCM level of service. Calculations for the operational level of service at the key intersections for the study area are provided in Appendix C. The existing year analysis is based on the lane geometry and intersection control shown in Figure 2.The 2028 and 2045 horizon year analyses considered the existing lane geometry, with the addition of Le Fever Drive, between Cinquefoil Lane and Brookfield Drive, as well as any necessary improvements discussed within the following sections. Existing peak hour factors were utilized in the existing, 2028 horizon analysis, and 2045 horizon analysis years. The existing heavy vehicle percentages obtained from the turning movement counts were also used in each horizon year. 292068000 Touchmark at Fort Collins Page 26 Harmony Road and Lady Moon Drive (#1) The signalized intersection of Harmony Road and Lady Moon Drive (#1) operates with protected- only left turn phasing on eastbound and westbound approaches and permissive-only left turn phasing on the northbound and southbound approaches. The City of Fort Collins has implemented adaptive signal timing along the Harmony Road corridor, including at this intersection. The City provided a Synchro model with AM and PM peak hour signal timing for the operational analysis, and these timings were used without modification for all analysis scenarios. Table 4 provides the results of the LOS analysis conducted at this intersection. Under the 2024 existing conditions, the intersection operates at an acceptable overall LOS D during the AM peak hour; however, the intersection operates at a non-compliant overall LOS F during the PM peak hour. During both peak hours, all intersection movements operate at an acceptable LOS E or better, except for the eastbound through movement which operates at a non-compliant LOS F. Under the 2028 background conditions, the intersection is expected to continue to operate with an acceptable overall LOS D during the AM peak hour, and a non-compliant overall LOS F during the PM peak hour. This operational performance is anticipated to continue with the addition of project related traffic, under the 2028 total conditions. Under the 2045 background conditions, the intersection is expected to operate at a non-compliant overall LOS F, during both the AM and PM peak hours. During the AM peak hour, all intersection movements are expected to operate at an acceptable LOS E or better, except for the eastbound and westbound through movements which are expected to operate at a non-compliant LOS F. During the PM peak hour, all intersection movements are expected to operate at an acceptable LOS E or better, except for the eastbound through movement which is expected to operate at a non-compliant LOS F. This operational performance is anticipated to continue with the addition of project related traffic, under the 2045 total conditions. 292068000 Touchmark at Fort Collins Page 27 Although the provided signal timings were not modified for this analysis, actual operations may be slightly better than reported due to the adaptive signal timing plan adjustments, and actuated pedestrian phases. There are limitations in Synchro 12 when modeling adaptive timing plans. Furthermore, the City’s Synchro model includes minimum vehicular green times that fully encompass the associated pedestrian phase. However, the pedestrian phases are actuated, and there is limited pedestrian activity during the AM and PM peak hours; therefore, a portion of the north/south timing may be reassigning to the east/west phases, when pedestrian calls are not received. Modifications to the existing adaptive signal timing plan are not recommended, as they may worsen operations for other movements at this intersection and impact the adaptive timing along the Harmony Road corridor. The City is aware of the capacity issues for eastbound and westbound through movements on Harmony Road during peak hours. Citywide network improvements are being explored to reduce corridor demand but are unrelated to this project. Based on the analysis and coordination with the City of Fort Collins, no improvements or modifications are recommended for this intersection to accommodate project traffic. Table 4 – Harmony Road & Lady Moon Drive LOS Results Intersection/ Critical Movement 2024 Existing 2028 BG 2028 Total 2045 BG 2045 Total APF Compliant? (Y/N)AM LOS PM LOS AM LOS PM LOS AM LOS PM LOS AM LOS PM LOS AM LOS PM LOS Overall Intersection D E D F D F F F F F N Eastbound Approach E F F F F F F F F F N Eastbound Left E E E E E E E E E E Y Eastbound Thru F F F F F F F F F F N Eastbound Right C C C C C C C C C C Y Westbound Approach B B C B C B F C F C N Westbound Left C D C D C D C D C D Y Westbound Thru B B C B C B F C F C N Westbound Right ----------- Northbound Approach D D D D D D D D D D Y Northbound Left D D D D D D D D D D Y Northbound Thru D D D D D D C D C D Y Northbound Right D D D D D D D D C D Y Southbound Approach D D D D D D C D C D Y Southbound Left D D D D D D D D C D Y Southbound Thru/Right D D D D D D C D C D Y 292068000 Touchmark at Fort Collins Page 28 Harmony Road & Cinquefoil Lane (#2) The unsignalized ‘T’-intersection of Harmony Road and Cinquefoil Lane (#2) operates with stop control on the northbound Cinquefoil Lane approach.Table 5 provides the results of the LOS analysis conducted at this intersection. The intersection movements currently operate at an acceptable LOS B or better during the AM and PM peak hours. Prior to the addition of project traffic, as well as with project traffic, all movements are anticipated to continue operating at an acceptable level of service throughout the 2045 horizon. Therefore, no improvements or modifications are anticipated to be necessary at this intersection to accommodate the addition of project traffic. Table 5 – Harmony Road & Cinquefoil Lane LOS Results Intersection/ Critical Movement 2024 Existing 2028 BG 2028 Total 2045 BG 2045 Total APF Compliant? (Y/N)AM LOS PM LOS AM LOS PM LOS AM LOS PM LOS AM LOS PM LOS AM LOS PM LOS Eastbound Approach ----------- Eastbound Thru ----------- Eastbound Right ----------- Westbound Approach ----------- Westbound Thru ----------- Northbound Approach B B B B B B B C B C Y Northbound Right B B B B B B B C B C Y 292068000 Touchmark at Fort Collins Page 29 Le Fever Drive & Lady Moon Drive (#3) The unsignalized ‘T’-intersection of Le Fever Drive and Lady Moon Drive (#3) operates with stop control on the westbound Le Fever Drive approach.Table 6 provides the results of the LOS analysis conducted at this intersection. The intersection movements currently operate at an acceptable LOS B or better during the AM and PM peak hours. Prior to the addition of project traffic, as well as with project traffic, all movements are anticipated to continue operating at an acceptable level of service throughout the 2045 horizon. Therefore, no improvements or modifications are anticipated to be necessary at this intersection to accommodate the addition of project traffic. Table 6 – Le Fever Drive & Lady Moon Drive LOS Results Intersection/ Critical Movement 2024 Existing 2028 BG 2028 Total 2045 BG 2045 Total APF Compliant? (Y/N)AM LOS PM LOS AM LOS PM LOS AM LOS PM LOS AM LOS PM LOS AM LOS PM LOS Westbound Approach A A B A B A B A B B Westbound Left B B B B B B B B B B Westbound Right A A B A B A B A B A Northbound Approach ----------- Northbound Thru/Right ----------- Southbound Approach ----------- Southbound Left A A A A A A A A A A Southbound Thru ----------- 292068000 Touchmark at Fort Collins Page 30 Le Fever Drive & Cinquefoil Lane (#4) The unsignalized intersection of Le Fever Drive and Cinquefoil Lane (#4) currently operates with stop control on the eastbound Le Fever Drive approach.Table 7 provides the results of the LOS analysis conducted at this intersection. The intersection movements currently operate at an acceptable LOS A during the AM and PM peak hours. Upon construction of The Savoy, Le Fever Drive will be extended between Cinquefoil Lane and Brookfield Drive, introducing a new westbound approach at the intersection. The westbound approach was assumed to feature a shared through/right turn lane and a left turn lane. Although traffic volumes do not warrant a need a westbound left turn lane, it was assumed that one will be installed to align with the existing eastbound left turn lane, for optimal traffic flow alignment. Additionally, it was assumed that the new westbound approach will be stop-controlled. Given the existing roadway configuration along Cinquefoil Lane, it was also assumed a southbound left turn lane would be provided from within the existing TWLTL. Assuming the above improvements are implemented, all movements are anticipated to continue operating at an acceptable level of service throughout the 2045 horizon, both prior to the addition of project traffic, as well as with project traffic. Therefore, no additional improvements or modifications are anticipated to be necessary at this intersection to accommodate the addition of project traffic. 292068000 Touchmark at Fort Collins Page 31 Table 7 – Le Fever Drive & Cinquefoil Lane LOS Results Intersection/ Critical Movement 2024 Existing 2028 BG 2028 Total 2045 BG 2045 Total APF Compliant? (Y/N)AM LOS PM LOS AM LOS PM LOS AM LOS PM LOS AM LOS PM LOS AM LOS PM LOS Eastbound Approach A A A A B B B B B B Y Eastbound Left A A A A B B B B B B Y Eastbound Thru/Right A A A A A A A B B B Y Westbound Approach --A A A B A A B B Y Westbound Left --A A A B A B A B Y Westbound Thru/Right --A A A B A A B B Y Northbound Approach ----------- Northbound Left/Thru/Right A A A A A A A A A A Y Southbound Approach ----------- Southbound Left --A A A A A A A A Y Southbound Thru/Right ----------- 292068000 Touchmark at Fort Collins Page 32 Rock Creek Drive and Cinquefoil Lane (#5) The unsignalized intersection of Rock Creek Drive and Cinquefoil Lane (#5) operates with stop control on the northbound and southbound Cinquefoil Lane approaches.Table 8 provides the results of the LOS analysis conducted at this intersection. The intersection movements currently operate at LOS B or better during the AM and PM peak hours. Prior to the addition of project traffic, as well as with project traffic all movements are anticipated to continue operating at an acceptable level of service throughout the 2045 horizon. Therefore, no improvements or modifications are anticipated to be necessary at this intersection to accommodate the addition of project traffic. Table 8 – Rock Creek Drive & Cinquefoil Lane LOS Results Intersection/ Critical Movement 2024 Existing 2028 BG 2028 Total 2045 BG 2045 Total APF Compliant? (Y/N)AM LOS PM LOS AM LOS PM LOS AM LOS PM LOS AM LOS PM LOS AM LOS PM LOS Eastbound Approach ----------- Eastbound Left A A A A A A A A A A Y Eastbound Thru ----------- Eastbound Right ----------- Westbound Approach ----------- Westbound Left A A A A A A A A A A Y Westbound Thru ----------- Westbound Right ----------- Northbound Approach A B B B B B B B B B Y Northbound Left/Thru B B B B B B B B B B Y Northbound Right A A A A A A A A A A Y Southbound Approach A A A A A A B A B A Y Southbound Left/Thru B B B B B B B B B B Y Southbound Right A A A A A A A A A A Y 292068000 Touchmark at Fort Collins Page 33 5.3 Project Accesses and Future Intersections With completion of the Touchmark at Fort Collins project, two project accesses are proposed along Cinquefoil Lane and a project access is proposed along the future Le Fever Drive. The south access along Cinquefoil Lane will align with the existing access to the medical complex to the west while the north access along Cinquefoil Lane will be located approximately 650 feet south of Harmony Road. The access along the future Le Fever Drive will align with Brookfield Drive. Table 9 provides the results of the level of service for the project accesses. As shown in the table, the project access intersections are anticipated to operate with all movements at an acceptable LOS A during the peak hours in both the short-term 2028 buildout year and the long-term 2045 planning horizons. All three accesses are expected to operate acceptably with a single shared lane approach. Therefore, it is recommended that all three access feature a single approach lane, as well as a single departure lane. It is also recommended that a R1-1 “STOP” sign be posted on the driveway approach exiting the development at each of these access locations. Table 9 – Project Access Level of Service Results Intersection/ Critical Movement 2028 Total 2045 Total APF Compliant? (Y/N)AM LOS PM LOS AM LOS PM LOS North Cinquefoil Access (#6) Westbound Approach Southbound Left A A A A A A A A Y Y South Cinquefoil Access (#7) Westbound Approach Southbound Left A A A A A A A A Y Y Le Fever Drive Access (#8) Northbound Approach Eastbound Left Westbound Left Southbound Approach A A A A A A A A A A A A A A A A Y Y Y Y 292068000 Touchmark at Fort Collins Page 34 5.5 Auxiliary Turn Lane & Vehicle Queuing Analysis The auxiliary turn lane needs and lengths for the study area key intersections were evaluated based on the LCUASS. In addition, a vehicle queuing analysis was conducted for the study area intersections. The queuing analysis was performed using Synchro presenting the results of the 95th percentile queue lengths. Results are shown in Table 10 with calculations provided within the level of service operational sheets of Appendix C for unsignalized intersections and Appendix D for the signalized intersection. For the movements at each of the study intersections, the vehicle queues are anticipated to remain within the existing or recommended turn lane lengths through the 2045 horizon with the addition of project traffic. Upon completion of The Savoy, Le Fever Drive will be extended between Cinquefoil Lane and Brookfield Drive, introducing a new westbound approach at the intersection of Le Fever Drive and Cinquefoil Lane. The westbound approach was assumed to feature a shared through/right turn lane and a left turn lane. The westbound left is anticipated to have a 95 th percentile queue length of a single vehicle. Although traffic volumes do not warrant a need a westbound left turn lane, it was assumed that one will be installed to align with the existing eastbound left turn lane, for optimal traffic flow alignment. Given the existing roadway configuration along Cinquefoil Lane, it was also assumed a southbound left turn lane would be provided from within the existing TWLTL. The new project accesses along Cinquefoil Lane are anticipated to have a single vehicle queue for southbound left turn movements entering the project site. Based on the existing roadway configuration along Cinquefoil Lane in this area, it is recommended that the left turn movements entering the site at these two accesses be accommodated by the existing two-way left turn lane along the roadway. 5.6 Improvement Summary Based on the results of the intersection operational and vehicle queuing analysis, the key intersection recommended improvements and control are shown in Figure 10. 292068000 Touchmark at Fort Collins Page 35 Table 10 – Turn Lane Queuing Analysis Results Intersection Turn Lane Existing Turn Lane Length (feet) 2028 Calculated Queue (feet) 2028 Recommended Length (feet) 2045 Calculated Queue (feet) 2045 Recommended Length (feet) Harmony Rd & Lady Moon Dr (#1) Eastbound Left Eastbound Right Westbound Left Westbound Right Northbound Left Northbound Right Southbound Left 475’ 525’ 400’ 500’ 275’ 225’ C 25’ 40’ 289’ 31’ 198’ 49’ 113’ Maintain Existing Maintain Existing Maintain Existing Maintain Existing Maintain Existing Maintain Existing Maintain Existing 25’ 54’ 354’ 44’ 235’ 53’ 64’ Maintain Existing Maintain Existing Maintain Existing Maintain Existing Maintain Existing Maintain Existing Maintain Existing Harmony Rd & Cinquefoil Ln (#2) Eastbound Right Northbound Right 425’ C - 25’ Maintain Existing Maintain Existing - 25’ Maintain Existing Maintain Existing Le Fever Dr & Lady Moon Dr (#3) Westbound Left Westbound Right Southbound Left TWLTL C TWLTL 25’ 25’ 25’ Maintain Existing Maintain Existing Maintain Existing 25’ 25’ 25’ Maintain Existing Maintain Existing Maintain Existing Le Fever Dr & Cinquefoil Ln (#4) Eastbound Left Eastbound Through/Right Westbound Left Westbound Through/Right Northbound Left/Through/Right Southbound Left TWLTL C DNE DNE C TWLTL 25’ 25’ 25’ 25’ 25’ 25’ Maintain Existing Maintain Existing 75’ C Maintain Existing Maintain Existing 25’ 25’ 25’ 25’ 25’ 25’ Maintain Existing Maintain Existing 75’ C Maintain Existing Maintain Existing Rock Creek Dr & Cinquefoil Ln (#5) Eastbound Left/Through Westbound Left/Through Northbound Left/Through Northbound Right Southbound Left/Through Southbound Right C C C 100’ C 80’ 25’ 25’ 25’ 25’ 25’ 25’ Maintain Existing Maintain Existing Maintain Existing Maintain Existing Maintain Existing Maintain Existing 25’ 25’ 25’ 25’ 25’ 25’ Maintain Existing Maintain Existing Maintain Existing Maintain Existing Maintain Existing Maintain Existing North Cinquefoil Access (#6) Westbound Left/Right Southbound Left DNE TWLTL 25’ 25’ C Maintain Existing 25’ 25’ C Maintain Existing South Cinquefoil Access (#7) Westbound Left/Right Southbound Left DNE TWLTL 25’ 25’ C Maintain Existing 25’ 25’ C Maintain Existing Le Fever Drive Access (#8) Eastbound Approach Westbound Approach Northbound Approach Southbound Approach DNE C C DNE 25’ 25’ 25’ 25’ C Maintain Existing Maintain Existing C 25’ 25’ 25’ 25’ C Maintain Existing Maintain Existing C C = Continuous Lane; DNE = Does Not Exist; TWLTL = Two-Way Left Turn Lane;Blue Text = Improvement by Others 425' TWLTL TWLTL 100' 70'80' 95' TWLTL TWLTL TWLTL TWLTL 475' 400' 275' 225' 500' 525' 175' 292068000 Touchmark at Fort Collins Page 37 5.7 Transit Evaluation Within the vicinity of the site, TRANSFORT Route 16 runs eastbound and westbound along Harmony Road, as well as northbound along Lady Moon Drive. The route features an eastbound stop along Harmony Road, east of Lady Moon Drive, and a northbound stop along Lady Moon Drive, south of Harmony Road. The route connects the Fort Collins South Transit Center to the Harmony Transfer Center from 5:45 AM to 8:22 PM during weekdays and Saturdays. This transit route will provide residents, employees, and visitors of the proposed development opportunities to utilize the Fort Collins transit system for traveling in and around the greater Fort Collins area. 5.8 Multimodal Transportation Analysis A multimodal transportation analysis was performed based on the methodology defined in the Fort Collins Multimodal Transportation Level of Service Manual published as Appendix H of the LCUASS. The multimodal transportation analysis included an assessment of level of service for pedestrians and bicycles. Based on direction provided by the City of Fort Collins, the analysis focused on three applicable destination areas located within a quarter mile, or 1,320 feet, of the proposed development. Pedestrian Analysis The five-evaluation metrics specific to pedestrian facilities were reviewed as part of this project. These include directness, continuity, street crossings, visual interest and amenity, and security. The City of Fort Collins has established minimum level of service thresholds for each of the five- evaluation metrics, based on different categories of pedestrian priority areas. Based on its location, the proposed development falls within the “Other” category of pedestrian priority area. Therefore, the City has established LOS C as the minimum level of service for all five-evaluation metrics. The minimum, actual (or existing), and proposed (or future) level of service for each of the five- evaluation metrics are summarized in Table 11. Each of the five-evaluation metrics is discussed further in the following sections. 292068000 Touchmark at Fort Collins Page 38 Table 11 – Pedestrian LOS Analysis Results Description of Applicable Destination Area within 1,320’ (Destination Area Classification) LOS Scenario Directness Continuity Street Crossings Visual Interest & Amenity Security Transfort Route 16 Stop, Along Lady Moon Dr, south of Timberwood Dr (Transit Access) Minimum Actual Proposed C - D C B B C C C C B B C B B Regional Trail along Fossil Creek Reservoir Inlet, Near southeast corner of site (Trail Access) Minimum Actual Proposed B - B C B B C C C C B B C B B Morningside Neighborhood (Residential Area) Minimum Actual Proposed B - B C B B C C C C B B C B B Directness The City of Fort Collins defines directness as the measurement of walking distance to destinations including transit stops, schools, parks, commercial, employment, or activity areas. A grid street pattern with sidewalks typifies the ideal system, allowing a pedestrian to easily travel in any direction. The measurement of directness is the A/M ratio, or the ratio of the Actual distance to a destination by way of pedestrian sidewalk or pathway divided by Minimum distance, as the crow flies. The directness level of service is based on the A/M ratio, as shown in Table 12. Table 12 – Fort Collins Pedestrian Directness LOS Criteria Level of Service A B C D E F A/M Ratio < 1.2 1.2 – 1.4 1.4 – 1.6 1.6 – 1.8 1.8 – 2.0 > 2.0 The calculated A/M ratio for the proposed site and the destination areas evaluated are summarized in Table 13. The distances considered were measured from the future gated site entrance nearest to the destination area, at the point of existing or future planned sidewalk. Based on the calculations summarized in Table 13, the Transfort Route 16 Stop destination area is anticipated to experience a directness LOS D, while the other two destination areas are anticipated to experience a directness LOS A. 292068000 Touchmark at Fort Collins Page 39 The anticipated LOS D for the Route 16 Stop is primarily due to the size of the Banner Fort Collins Medical Center parcel, which does not provide opportunities for pedestrians to cut through the site, instead requiring them to travel to Le Fever Drive for access to Lady Moon Drive. As the southern portion of the Banner Medical Center continues to develop, there may be an opportunity to provide sidewalks through the site that allow for pedestrians to more easily access Lady Moon Drive. However, this would require coordination with the medical center and an interest in allowing for publicly accessible sidewalks on their private property. Table 13 – Pedestrian Directness LOS Calculations Description of Applicable Destination Area within 1,320’ (Destination Area Classification) Actual Distance Minimum Distance A/M Ratio LOS Transfort Route 16 Stop, Along Lady Moon Dr, south of Timberwood Dr (Transit Access) 1,725 ft 1,025 ft 1.68 D Regional Trail along Fossil Creek Reservoir Inlet, Near southeast corner of site (Trail Access) 150 ft 150 ft 1.00 A Morningside Neighborhood (Residential Area) 1,320 ft 1,320 ft 1.00 A Continuity The City of Fort Collins defines continuity as the measurement of completeness of the sidewalk/walkway systems. The measurement of continuity is both the physical consistency and type of sidewalk/walkway, as well as the visual connection from one segment to the next. The continuity level of service is defined by the City as shown in Table 14. 292068000 Touchmark at Fort Collins Page 40 Table 14 – Fort Collins Pedestrian Continuity LOS Criteria Level of Service A B C D E F Continuity Description Pedestrian sidewalk appears as a single entity with a major activity area or public open space. Continuous stretches of sidewalks which are physically separated by a landscaped parkway. Continuous stretches of sidewalks which may have variable widths, with and without landscaped parkways. Pedestrian corridors are not well connected with several breaches in pedestrian network Significant breaks in continuity. Complete breakdown in pedestrian traffic flow. All people select different routes. No network exists. Within the analysis area, detached sidewalks, separated by a landscaped parkway currently exist in the following areas: · Along both sides of Lady Moon Drive, between Harmony Road and Timberwood Drive, along the east side of Lady Moon Drive, between Timberwood Drive and Precision Drive and, along both sides of Lady Moon Drive between Precision Drive and Rock Creek Drive. · Along the west side of Cinquefoil Lane, between Harmony Road and Precision Drive, and along both sides of Cinquefoil Lane, between Precision Drive and Rock Creek Drive. · Along the east side of Brookfield Drive, between Le Fever Drive and Precision Drive, and along both sides of Brookfield Drive, between Precision Drive and Rock Creek Drive. · Along both sides of Le Fever Drive, between Lady Moon Drive and Cinquefoil Lane. · Along both sides of Precision Drive, between Lady Moon Drive and Cinquefoil Lane. · Along both sides of Rock Creek Drive, between Lady Moon Drive and Cinquefoil Lane. Continuous sidewalk exists along both sides of Harmony Road, between Lady Moon Drive and Cinquefoil Lane. The sidewalk on the north side of the roadway is primarily attached to the edge of pavement, while the sidewalk on the south side of the road is detached, meandering sidewalk separated from the roadway by a landscaped parkway. The sidewalk along Harmony Road continues outside of the study area, except for an approximate 500 feet section on the south side of the roadway, immediately east of Cinquefoil Lane, in which sidewalk does not currently exist. 292068000 Touchmark at Fort Collins Page 41 The Savoy, plans to construct the following sidewalk/walkway improvements: · A 5-foot-wide, detached sidewalk, separated by an 8.5-foot-wide landscaped parkway, o along the east side of Cinquefoil Lane, between Le Fever Drive and Precision Drive, and o along the south side of Le Fever Drive, between Cinquefoil Lane and Brookfield Drive. · A 5-foot-wide, attached sidewalk, with landscaped bump-outs, o along the west side of Brookfield Drive, between Le Fever Drive and Precision Drive, and o along the north side of Precision Drive, between Cinquefoil Lane and Brookfield Drive. The following sidewalk/walkway improvements are anticipated as part of the proposed development: · A 5-foot-wide, detached sidewalk, separated by an 8.5-foot-wide landscaped parkway, o along the east side of Cinquefoil Lane, between the northern site limits and Le Fever Drive, and o along the north side of Le Fever Drive, between Cinquefoil Lane and east of Brookfield Drive. · A 10-foot-wide multi-use path/regional trail, running along the east side of the site, connecting with the existing regional trail along the Fossil Creek Reservoir Inlet, as well as the sidewalk along the north side of Le Fever Drive, east of Brookfield Drive. The existing and future continuity level of service for the destination areas evaluated are summarized in Table 11. It should be noted that all sidewalks along the frontages of the proposed development are being improved to the design standards defined for a continuity LOS B; therefore, all of the destination areas are anticipated to maintain a continuity LOS B. However, existing facilities outside of proposed development limits also have an impact on the anticipated continuity level of service. 292068000 Touchmark at Fort Collins Page 42 When considering the evaluated destination areas, there are no identified gaps in continuity outside of the development site. None of the destination areas evaluated were to the northeast of the site, but until the parcel to the north of the proposed development is constructed, gaps in the sidewalk/walkway will remain along the east side of Cinquefoil Lane and along the south side of Harmony Road. Street Crossings The City of Fort Collins evaluates street crossings as a measurement of safety at locations for which a pedestrian is required to cross a street. The measurement of street crossings considers both the exposure of pedestrians to automobiles, and design elements that positively reflect the presence of pedestrians. When evaluating street crossings, the City considers crossings as one of four classifications: signalized crossings, unsignalized crossings of a major street, unsignalized crossings of a minor street, and mid-block crossings. The street crossings level of service for signalized crossings is defined by the City as shown in Table 15. The street crossings level of service for the other three classifications of crossings is based on the presence and condition of crosswalks. None of the evaluated destination areas will require crossings at signalized intersections; however, the crossings at the signalized intersection of Lady Moon Drive and Harmony Road was included in this evaluation. The calculated street crossing level of service for the signalized street crossings that may be utilized by pedestrians traveling from the site to the evaluated destination areas are summarized in Table 16. In addition to the signalized intersection crossings, unsignalized crossings may occur at the following intersections: · Le Fever Drive & Lady Moon Drive · Le Fever Drive & Cinquefoil Lane · Precision Drive & Cinquefoil Lane · Precision Drive & Brookfield Drive The existing intersections with unsignalized crossings feature lighting and ADA ped ramps; however, crosswalks are not provided. Due to the fact that similar crossings within the area do not feature crosswalks, crosswalks are not anticipated to be required. 292068000 Touchmark at Fort Collins Page 43 Table 15 – Fort Collins Pedestrian Signalized Street Crossing LOS Criteria Level of Service A B C D E F Signalized Crossings ≤ 3 lanes to cross There is a clear view of vehicular and pedestrian signal heads Crosswalks are present and well marked Intersection and crosswalks are well lit so that pedestrians are visible at night Standard curb ramps Automatic pedestrian signal phase Amenities, signing, and sidewalk and roadway character strongly suggests presence of pedestrian crossings Unobstructed views of drivers and pedestrians 4 or 5 lanes to cross and/or Missing 2 elements of A 6 or more lanes to cross and/or Missing 4 elements of A Missing 5 elements of A Missing 6 elements of A Missing 7 elements of A Table 16 – Pedestrian Signalized Street Crossing LOS Calculations Intersection (Crossing Leg) # of Lanes to Cross Clear View of Veh & Ped Signal Heads? X-Walks Present & Well Marked? Int. & X- Walks Well Lit? Standard Curb Ramps? Auto Ped Phase? Character Suggesting Presence of Peds? Unobstructed Views?LOS Harmony Rd & Lady Moon Dr (Harmony Rd) 8 Yes Yes Yes Yes Yes, Actuated Yes Yes C Harmony Rd & Lady Moon Dr (Lady Moon Dr) 4 Yes Yes Yes Yes Yes, Actuated Yes Yes B 292068000 Touchmark at Fort Collins Page 44 Crosswalks are recommended to be installed at the locations where the internal site roadways intersect with the existing city roadways. This includes the following locations: · Across the east leg of the north Cinquefoil Lane access · Across the east leg of the south Cinquefoil Lane access · Across the north leg of the Le Fever Drive access The existing and future street crossing level of service for the destination areas evaluated are summarized in Table 11. All of the destination areas are anticipated to maintain a street crossing LOS C or better. Visual Interest and Amenity The City of Fort Collins defines visual interest and amenity as the measurement of the pedestrian system’s attractiveness and features. The visual interest and amenity level of service is defined by the City as shown in Table 17. Table 17 – Fort Collins Pedestrian Visual Interest & Amenity LOS Criteria Level of Service A B C D E F Visual Interest & Amenity Description Visually appealing and compatible with local architecture. Generous sidewalk width, active building frontages, pedestrian lighting, street trees, and quality street furniture. Generous sidewalks, visual clarity, some street furniture and landscaping, no blank street walls. Functionally operational with less importance to visual interest or amenity. Design ignores pedestrian with negative mental image. Comfort and convenience nonexistent, design has overlooked needs of users. Total discomfort and intimidation. The existing and future visual interest and amenity level of service for the destination areas evaluated are summarized in Table 11. Currently the pedestrian infrastructure directly along the frontage of the site is nonexistent. With the development of the site, the sidewalks along Cinquefoil Lane and Le Fever Drive, are anticipated to maintain a visual interest and amenity LOS B, through the addition of sidewalks, installation of landscaping, and improved visual clarity. 292068000 Touchmark at Fort Collins Page 45 It should be noted that all sidewalks adjacent to the frontages of the proposed development are being improved to the standards defined for a visual interest and amenity LOS B; therefore, all of the destination areas are anticipated to maintain a visual interest and amenity LOS B. However, existing facilities outside of proposed development limits also have an impact on the anticipated visual interest and amenity level of service. When considering the evaluated destination areas, the existing sidewalks appear to maintain a visual interest and amenity LOS B for similar reasons discussed for the anticipated sidewalk along the frontages of the proposed development. Security The City of Fort Collins defines security as the measurement of the pedestrian’s sense of security. The evaluation metric considers presence of other people using sidewalks, lighting, and clear lines of sight. The security level of service is defined by the City as shown in Table 18. Table 18 – Fort Collins Pedestrian Security LOS Criteria Level of Service A B C D E F Security Description Sense of security enhanced by presence of other people using sidewalks and overlooking them from adjacent buildings. Good lighting and clear sight lines. Good lighting levels and unobstructed lines of sight. Unobstructed lines of sight. Sidewalk configuration and parked cars may inhibit vigilance from the street. Major breaches in pedestrian visibility from street, adjacent land uses and activities. Streetscape is pedestrian intolerant. The existing and future security level of service for the destination areas evaluated are summarized in Table 11. Currently the pedestrian infrastructure directly along the frontage of the site is nonexistent. With the development of the site, the sidewalks along Cinquefoil Lane and Le Fever Drive, are anticipated to maintain a security LOS B, by providing good lighting levels and unobstructed lines of sight. 292068000 Touchmark at Fort Collins Page 46 It should be noted that all sidewalks adjacent to the frontages of the proposed development are being improved to the standards defined for a security LOS B; therefore, all of the destination areas are anticipated to maintain a security LOS B. However, existing facilities outside of proposed development limits also have an impact on the anticipated security level of service. When considering the evaluated destination areas, the existing sidewalks appear to maintain a security LOS B for similar reasons discussed for the anticipated sidewalk along the frontages of the proposed development. Bicycle Analysis The City of Fort Collins’ bicycle level of service standards are based on connectivity to bike facilities in connecting corridors. For the purposes of analysis, bicycle corridors may contain one of three types of facilities: on-street lanes, off-street paths, and/or on-street routes. Although the most recent LCUASS were published in 2021, Appendix H includes the City’s Multimodal Level of Service Manual, originally published in March of 1997. Based on the City’s manual, it is the City’s policy that on-street lanes provide safer and more direct connectivity than off-street multi- use paths The bike level of service is defined by the City as shown in Table 19. Based on the area of the city in which the proposed site is located, the minimum bicycle level of service is LOS C. Table 19 – Fort Collins Bike LOS Criteria Level of Service A B C D E F Bike Connectivity Description Directly connected to both North/South and East/West on-street lanes Directly connected to both North/South and East/West corridors, at least one of which features on- street lanes Directly connected to either a North/South or an East/West corridor which features on- street lanes Directly connected to either a North/South or an East/West corridor which features an off-street path Indirectly connected via an on- street unstriped route along a low volume local street to one or mor of the above within ¼ mile No direct or indirect connections to either North/South or East/West corridors 292068000 Touchmark at Fort Collins Page 47 Within the vicinity of the site, on-street bike lanes currently exist along both sides of Harmony Road, Rock Creek Drive, Lady Moon Drive, Cinquefoil Lane, as well as the existing segment of Le Fever Drive. In addition, a regional trail exists along the west side of the Fossil Creek Reservoir Inlet, south of Le Fever Drive. Based on the existing bike infrastructure the existing bike level of service is LOS A, for all destination areas. The existing bike facilities are anticipated to be maintained, and the proposed development plans to extend the existing regional trail further north along the inlet. The trail extension is anticipated to end at the northeast corner of the site; however, as future development occurs, this regional trail is anticipated to eventually connect with the multimodal facilities along Harmony Road. Therefore, the proposed bicycle level of service is anticipated to be LOS A for all destination areas. The bicycle level of service is summarized in Table 20. Table 20 – Bicycle LOS Analysis Results Description of Applicable Destination Area within 1,320’ (Destination Area Classification) Bike Level of Service LOS Scenario Connectivity Transfort Route 16 Stop, Along Lady Moon Dr, south of Timberwood Dr (Transit Access) Minimum Actual Proposed C A A Regional Trail along Fossil Creek Reservoir Inlet, Near southeast corner of site (Trail Access) Minimum Actual Proposed C A A Morningside Neighborhood (Residential Area) Minimum Actual Proposed C A A 292068000 Touchmark at Fort Collins Page 48 6.0 CONCLUSIONS AND RECOMMENDATIONS Based on the analysis presented in this report, Kimley-Horn believes Touchmark at Fort Collins will be successfully incorporated into the existing and future roadway network. Analysis of the existing street network, the proposed project development, and expected traffic volumes resulted in the following conclusions and recommendations: · The proposed project will feature three accesses, two along Cinquefoil Lane, and one along the future Le Fever Drive. The south access along Cinquefoil Lane will align with the existing access to the medical complex to the west while the north access along Cinquefoil Lane will be located approximately 650 feet south of Harmony Road. The access along the future Le Fever Drive will align with the existing Brookfield Drive. · All three proposed project accesses are recommended to operate with stop control on the exiting approach out of the development. It is recommended that a R1-1 “STOP” sign be posted on the approach exiting the development at each access location. · A single shared lane is expected to be sufficient for all three driveway approaches exiting the development. · Crosswalk striping is recommended to be installed across all three of the driveway approaches exiting the development. · The existing TWLTL is anticipated to be sufficient for the southbound left turn movements at both accesses along Cinquefoil Lane. Northbound exclusive right turn lanes are not anticipated to be necessary at the accesses along Cinquefoil Lane. · An exclusive eastbound left turn lane, and an exclusive westbound right turn lane, are not anticipated to be necessary at the project access along the future Le Fever Drive. 292068000 Touchmark at Fort Collins Page 49 · The City of Fort Collins has implemented adaptive signal timing along the Harmony Road corridor, including at this intersection. The City provided a model with signal timing for the operational analysis, and these timings were used without modification for all analysis scenarios. Under the existing conditions the intersection operates at an acceptable overall LOS D during the AM peak hour; however, the intersection operates at a non-compliant overall LOS F during the PM peak hour. This operational performance is expected to continue into 2028, both prior to and after the addition of project traffic. By 2045, operations are expected to worsen to LOS E and F, during the AM and PM peak hours, respectively, both prior to and with the addition of project traffic. Modifications to the existing adaptive signal timing plan are not recommended, as they may worsen operations for other movements at this intersection and impact the adaptive timing along the Harmony Road corridor. The City is aware of the capacity issues for eastbound and westbound through movements on Harmony Road during peak hours. Citywide network improvements are being explored to reduce corridor demand but are unrelated to this project. Based on the analysis and coordination with the City of Fort Collins, no improvements or modifications are recommended for this intersection to accommodate project traffic. · Upon construction of The Savoy, Le Fever Drive will be extended between Cinquefoil Lane and Brookfield Drive, introducing a new westbound approach at the intersection. The westbound approach was assumed to feature a shared through/right turn lane and a left turn lane. Although traffic volumes do not warrant a need a westbound left turn lane, it was assumed that one will be installed to align with the existing eastbound left turn lane, for optimal traffic flow alignment. Additionally, it was assumed that the new westbound approach will be stop-controlled. Given the existing roadway configuration along Cinquefoil Lane, it was also assumed a southbound left turn lane would be provided from within the existing TWLTL. · Any onsite or offsite improvements should be incorporated into the Civil Drawings and conform to standards of the City of Fort Collins and the Manual on Uniform Traffic Control Devices (MUTCD) – 11th Edition, 2023. 292068000 Touchmark at Fort Collins APPENDICES 292068000 Touchmark at Fort Collins APPENDIX A Base Assumptions Form TT T T T T T T T T T T W W W W W W W W W W W WWW SS S S S S S S S S S S S WWW S S S S W W W W W WATER METER VAULT 49 0 5 49 0 5 49 0 6 49 0 7 49 0 8 490 8 49034904 4906 4906 49 0 6 490 6 4906 4907 48 9 0 48 9 5 49 0 0 49 0 5 48 8 6 488 7 488 8 48 8 9 48 9 1 48 9 2 48 9 3 489 4 48 9 6 48 9 7 48 9 8 48 9 9 490 1 490 2 49 0 3 49 0 4 49 0 0 4905 4899 49 0 1 49 0 2 490 3 49 0 4 490 6 48 9 0 48 9 5 49 0 0 4890 4895 4900 488 0 488 5 4890 4890 48 9 0 48 9 0 48 8 6 48 8 6 48 8 7 48 8 7 48 8 8 48 8 8 488 5 488 5 48 8 5 489 0 48 9 0 48 9 0 489 5 4900 488 5 488 6 48 8 7 49 0 5 49 0 1 49 0 2 49 0 3 490 4 49 0 6 49 0 7 4887 4887 4888 4888 4889 4892 489 2 48 9 2 48 9 2 48 9 2 48 9 2 489 1 48 9 1 48 9 2 489 3 49 0 2 48 8 0 48 8 5 48 7 9 48 8 148 8 248 8 348 8 4 WVWV WV HYD WV GAS GAS WVWV GAS S H2OVENT WV WV HYD S WV WV S G SS SS SS W WG G G G G G G G G G G G G G G G CO M M CO M M CO M M CO M M CO M M CO M M CO M M CO M M CO M M CO M M CO M M CO M M CO M M CO M M E E E E E E E E E E E E E E E E E E E E G G W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W E E E E G COMM COMM COMMEECOMME E SS SS SS SS SS SS SS SS SS SS WCS IRRCONTROL IRR HYD SS WV WV WV WV S S WV WV WV WV WV WV S S ELEC ELEC ELEC F.O. VAULT F.O. VAULT F.O. VAULT HYD WV ELEC WV WV WV F.O. VAULT ELEC ELEC TELE WV WV WV WV WV ELEC ELEC ELEC FE S H2OVENT S WVWV WV W SS G G G G G G G G F E S D D D D D D D D > > S S S S E E E E E E E E G G G G G G G G W TF ELEC ELEC C C C C C C C C C C C C B B B B B B B B B B B B B B B B B B B B B B BBB B B C C C BB B B B B B C MC/AL BUILDING (3 STORY) INDEPENDENT LIVING (4-STORY) STREET-LIKE PRIVATE DRIVE STR E E T - L I K E PR I V A T E D R I V E ST R E E T - L I K E PR I V A T E D R I V E PRIVATE DRIVE PRIVATE DRIVE PRIVATE DRIVE ST R E E T - L I K E PR I V A T E D R I V E STREET-LIKE PRIVATE DRIVE PRI V A T E D R I V E GUE S T A N D RES I D E N T P A R K I N G GUES T A N D RESID E N T P A R K I N G EMPLOYEE PARKING (1 STORY) COTTAGES, TYP. VILLA, TYP. REGIONAL TRAIL EXTENSION VILLA, TYP. PR I V A T E D R I V E PR I V A T E D R I V E TRACT A BROOKFIELD SECOND REPLAT BR O O K F I E L D DR I V E LE FEVER DRIVE LOT 1 BLOCK 1 THE SAVOY TRACT B BROOKFIELD SECOND REPLAT OWNER(S): ETAL NO R T H E R N LI G H T S DR I V E FO S S I L C R E E K R E S E R V O I R I N L E T D I T C H OWNER(S): MORNINGSIDE VILLAGE MASTER ASSOCIATIONOWNER(S): IMAGO ENTERPRISES INC UNPLATTED PART OF THE NE 1/4 OF SECTION 04 - T6N - R68W (RECEPTION NO. 20240014424) OWNER(S): HARMONY ROAD 5 LLC LOT 1 HARMONY 23 OWNER(S): CF WYATT MULTIFAMILY DST TRACT A BROOKFIELD SECOND REPLAT BR O O K F I E L D DR I V E LE FEVER DRIVE (63' ROW) CI N Q U E F O I L L A N E (7 0 ' R O W ) LOT 1 BLOCK 1 THE SAVOY TRACT B BROOKFIELD SECOND REPLAT OWNER(S): ETAL NO R T H E R N LI G H T S DR I V E FO S S I L C R E E K R E S E R V O I R I N L E T D I T C H OWNER(S): MORNINGSIDE VILLAGE MASTER ASSOCIATIONOWNER(S): IMAGO ENTERPRISES INC LO T 1 BA N N E R H E A L T H M E D I C A L C A M P U S UNPLATTED PART OF THE NE 1/4 OF SECTION 04 - T6N - R68W (RECEPTION NO. 20240014424) OWNER(S): HARMONY ROAD 5 LLC PROJECT BOUNDARY, TYP. PROJECT BOUNDARY, TYP. PROJECT BOUNDARY, TYP. PROJECT BOUNDARY, EXIST ROW BLDG 2 BLDG 6 BLDG 7 BLDG 101 BLDG 10 BLDG 11 BLDG 12 BLDG 13 BLDG 14 BLDG 15 BLDG 16 BLDG 17 BLDG 20 BLDG 21BLDG 22BLDG 23 BLDG 26 BLDG 25 BLDG 28 BLDG 27 BLDG 30 BLDG 29 BLDG 32 BLDG 31 BLDG 24 BLDG 3 BLDG 5BLDG 4 BLDG 8 BLDG 9 BLDG 18 BLDG 19 BLDG 1 NATURAL HABITAT BUFFER ZONE DETENTION AMENITY AREA SS G E W FO X UD W G SS E TTT FS FS IRR IRR B C = EXISTING SANITARY SEWER = EXISTING GAS LINE = EXISTING ELECTRIC LINE = EXISTING WATER LINE = EXISTING FIBER OPTIC LINE = EXISTING FENCE = PROJECT BOUNDARY = LOT LINE = STORMWATER UTILITY = WATER SERVICE UTILITY = GAS UTILITY = SANITARY SEWER UTILITY = ELECTRIC UTILITY = UNDER DRAIN = SETBACK = RIGHT OF WAY = EXISTING STORMWATER UTILITY = PROPOSED GRADING = MATCH LINE = TRANSFORMER, TYP. = EASEBACK = PROPOSED FENCE = EXISTING GRADING = FIRE SERVICE UTILITY = IRRIGATION LINE = EXISTING IRRIGATION LINE PA = PLANTING AREA = SITE FURNISHINGS = NHBZ LINE = SITE WALL = LANDSCAPE SANDSTONE BOULDERS. DRIVES, STREETS AND DRIVEWAYS WALKS AMENITY AREA (TO BE DETERMINED AT FDP) SOFT SURFACE TRAIL RAISED SPEED TABLE / PEDESTRIAN AREA FOR TRAFFIC CALMING AND INCREASED CONNECTIVITY UTILITIES SHOWN FOR REFERENCE ONLY, SEE CIVIL PLANS 24'-0"19'-0"19'-0" 9'-0" 24'-0" 19'-0" 19'-0" 12'-0" 12'-0" AMENITY AREA GUE S T A N D RES I D E N T P A R K I N G 8'-0" 9'-0" 9'-0" 9'-0" 8'-0" 19'-0" 2 2 2 3 3 3 3 3 3 2 3 3 3 3 3 3 3 2 332 3 3 3 3 2 3 3 3 3 3 3 3 2 ENCLOSED BICYCLE PARKING (16 SPACES) DRAWING NUMBER: ISSUED PROJECT No.: DRAWN BY: REVIEWED BY: SEAL: PREPARED BY: No.DESCRIPTION DATE REVISIONS No.DESCRIPTION DATE Pl o t t e d B y : Al e x G a r v e r t La y o u t : 02 O v e r a l l S i t e P l a n Pr i n t e d O n : 2/ 1 4 / 2 0 2 5 2 : 3 3 P M Fi l e N a m e : 02 O v e r a l l S i t e P l a n . d w g ORIGINAL SIZE 24X36 ENT I T L E M E N T DRA W I N G S NOT F O R CON S T R U C T I O N RIPLEY DESIGN INC. Sam Coutts 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 p. 970.224.5828 TOUCHMARK Kendra Lackey 5150 SW Griffith Drive Beaverton, OR 97005 p. 503.646.5186 ENGINEER ARCHITECT LANDSCAPE ARCHITECT/ LAND PLANNER KIMLEY HORN Andy Reese 3325 S Timberline Rd Suite 130 Fort Collins, CO 80525 p. 970.852.6858 LRS ARCHITECTS Ray Yancey 720 NW Davis St #300 Portland, OR 97209 p. 503.221.1121 APPLICANT 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 phone 970.224.5828 | fax 970.225.6657 | www.ripleydesigninc.com OVERALL SITE PLAN SCHEMATIC DESIGN TOUCHMARK FORT COLLINS 02.17.2025SCHEMATIC DESIGN02 02.05.2025PDP SUBMITTAL01 4710 CINQUEFOIL LANE FORT COLLINS, CO 80528 TB/SC MM R24-021 2 OF 36 NORTH 0 30 60 120 SCALE: 1"=60'-0" LEGEND SHEET 3 SHEET 4 SHEET 5 SHEET 6 NOTE: COTTAGE AND VILLA FOOTPRINTS ARE REPRESENTATIONS ONLY FOR DESIGN INTENT. FINAL COTTAGE AND VILLA FOOTPRINTS SHALL BE APPROVED VIA MINOR AMENDMENT PRIOR TO BUILDING PERMIT REVIEW FOR THOSE STRUCTURES. SEE SHEET 32 OF 34 FOR COTTAGE AND VILLA DESIGN GUIDELINES. UNDERGROUND PARKING PLAN SCALE: 1" = 50'-0" SEE SHEET 6.1 FOR SITE PLAN AMENTITY SCHEMATIC DESIGN In Out Total In Out Total Senior Adult Housing (ITE 251) – 19 Dwelling Units Senior Adult Housing (ITE 252) – 137 Dwelling Units Assisted Living (ITE 254)– 96 Beds Total Site Generated Trips 838 23 32 55 35 34 69 Land Use and Size Weekday Vehicle Trips Daily AM Peak Hour PM Peak Hour 15 34 250 10 7 17 9 14 23 444 9 18 27 19 12144471175 Project Subject Designed by Date Job No. Checked by Date Sheet No.of TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 11th Edition, Fitted Curve Equations Land Use Code - Senior Adult Housing - Detached (251) Independent Variable - Dwelling Units (X) X =19 T =Average Vehicle Trip Ends Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Average Weekday Directional Distribution:33%ent. 67%exit. Ln(T) = 0.76 Ln(X) + 0.16 T =11 Average Vehicle Trip Ends Ln(T) = 0.76 *Ln(19)+ 0.16 4 entering 7 exiting 4 +7 =11 Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Average Weekday Directional Distribution:61%ent. 39%exit. Ln(T) = 0.78 Ln(X) + 0.20 T =12 Average Vehicle Trip Ends Ln(T) = 0.78 *Ln(19)+ 0.20 7 entering 5 exiting 7 +5 =12 Weekday Average Weekday Directional Distribution: 50% entering, 50% exiting Ln(T) = 0.85 Ln(X) + 2.47 T =144 Average Vehicle Trip Ends Ln(T) = 0.85 *Ln(19)+ 2.47 72 entering 72 exiting 72 +72 =144 Touchmark at Fort Collins Trip Generation for Senior Adult Housing - Single-Family - ITE LUC 251 E. Berry March 14, 2025 292068000 Project Subject Designed by Date Job No. Checked by Date Sheet No.of TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 11th Edition, Average Rate Equations Land Use Code - Senior Adult Housing - Multifamily (252) Independent Variable - Dwelling Units (X) X = 137 T =Average Vehicle Trip Ends Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (200 Series Page 416) Average Weekday Directional Distribution:34%ent. 66%exit. (T) = 0.20 (X)T =27 Average Vehicle Trip Ends (T) = 0.20 *(137.0)9 entering 18 exiting 9 +18 =27 Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (200 Series Page 417) Average Weekday Directional Distribution:56%ent. 44%exit. (T) = 0.25 (X)T =34 Average Vehicle Trip Ends (T) = 0.25 *(137.0)19 entering 15 exiting 19 +15 =34 Weekday (200 Series Page 415) Average Weekday Directional Distribution:50%ent. 50%exit. (T) = 3.24 (X)T =444 Average Vehicle Trip Ends (T) = 3.24 *(137.0)222 entering 222 exiting 222 +222 =444 Touchmark at Fort Collins Trip Generation for Senior Adult Housing - Multifamily - ITE LUC 252 E. Berry March 14, 2025 292068000 Project Subject Designed by Date March 14, 2025 Job No. Checked by Sheet No.of TRIP GENERATION MANUAL TECHNIQUES ITE Trip Generation Manual 11th Edition, Average Rate Equations Land Use Code - Assisted Living, (254) Independent Variable - Beds (X) X =96 T =Average Vehicle Trip Ends Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. (200 Series Page 437) Average Weekday Directional Distribution:ent.exit. T =Average Vehicle Trip Ends 10 entering 7 exiting 10 + =17 Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. (200 Series Page 438) Average Weekday Directional Distribution:ent.exit. T =Average Vehicle Trip Ends 9 entering 14 exiting 9 +14 =23 Weekday (200 Series Page 436) Average Weekday Directional Distribution:50%ent. 50%exit. T =250 Average Vehicle Trip Ends 125 entering 125 exiting 125 +125 =250 T = 0.24* (T) = 0.24 (X) 96 7 96 Touchmark at Fort Collins 39% 96 E. Berry 292068000 Trip Generation for Assisted Living - ITE LUC 254 T = 2.60* (T) = 2.60 (X) 60%40% 61% T = 0.18* T = 0.18(X)17 23 25%[0%] 18%[0%] 37%[0%] 0%[55%] 1 25%[0%] 37%[0%] 0%[25%] 2 0%[5%] 0%[55%] 43%[0%] 5%[0%] 3 0%[3%] 0%[21%] 0%[5%] 15%[0%] 33%[0%] 5%[0%] 0%[7%] 0%[39%] 4%[0%] 6%[0%] 4 10%[0%] 0%[10%] 5 0%[24%] 0%[15%] 27%[0%] 10%[0%] 24%[0%] 0%[10%] 6 0%[22%] 0%[5%] 5%[0%] 5%[24%] 15%[0%] 24%[5%] 7 24%[0%] 0%[5%] 0%[29%] 5%[0%] 8 Harmony Strauss Cabin Kechter Rock Creek Zi e g l e r Timberwood Lady Moon Precision Le Fever Cinquefoil Fossil Ridge High School Timberwood Te c h n o l o g y Br o o k f i e l d SCALE: 1"=1000' SITE LOCATION Figure 1 DELICH ASSOCIATES The Savoy TIS, September 2022 Page 3 AM/PM SITE GENERATED PEAK HOUR TRAFFIC Figure 8 DELICH ASSOCIATES The Savoy TIS, September 2022 Page 15 5/5 No r t h Ac c e s s Le Fever Precision La d y M o o n Br o o k f i e l d East Access Driveway 7/ 1 6 1/ 4 Ci n q u e f o i l 2/ 3 3/2 27/13 East Access 6/17 4/ 4 22 / 1 1 8/ 4 2/ 6 1/ 3 4/ 2 6/16 1/ 4 2/ 5 6/3 7/4 9/4 12/33 2/3 1/2 5/ 1 3 2/ 4 2/ 4 5/ 2 2/6 5/12 18/9 1/ 4 5/2 24/13 1/ 4 9/ 4 1/3 7/ 2 0 1/ 2 3/ 2 40 / 2 0 3/ 2 3/2 4/2 29/15 10/5 4/ 2 4/2 292068000 Touchmark at Fort Collins APPENDIX B Intersection Count Sheets www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB 2%0.96 WB 2%0.89 NB 1%0.81 SB 30%0.63 TOTAL 2%0.91 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:30 AM 0 2 347 17 1 24 677 12 0 58 3 16 0 1 0 1 1,159 0 7:45 AM 1 0 353 19 0 32 748 25 0 50 4 15 0 3 0 1 1,251 0 8:00 AM 0 0 345 22 1 31 570 28 0 33 5 10 0 2 1 1 1,049 0 8:15 AM 2 0 303 21 0 27 656 20 0 28 11 15 0 0 0 0 1,083 4,542 3 2 1,348 79 2 114 2,651 85 0 169 23 56 0 6 1 3 4,542 0 0 34 0 0 1 50 2 0 0 0 3 0 2 0 1 93 0%0%3%0%0%1%2%2%-0%0%5%-33%0%33%2% EB WB NB SB EB WB NB SB E W N S 7:30 AM 7 12 0 0 0 0 1 0 0 0 0 0 7:45 AM 9 10 0 2 0 1 3 0 0 0 0 0 8:00 AM 9 15 1 1 0 0 1 0 0 0 0 0 8:15 AM 9 16 2 0 0 0 1 0 0 0 0 0 Peak Hour 34 53 3 3 0 1 6 0 0 0 0 0937 0 0 26 1 0 27 1 19 1 0 21 4 0 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start E Harmony Rd E Harmony Rd Lady Moon Dr Technology Parkway 15-min Total 7:30 AM to 8:30 AM 9/5/2024 7:00 AM to 9:00 AM 0 0 0 0 0 0 051 0 1 0 0 0 0 0 N Lady Moon Dr E Harmony Rd E Harmony Rd La d y M o o n D r E Harmony Rd Te c h n o l o g y Pa r k w a y 4,542TEV: 0.9077PHF: 3 1 6 10 11 0 0 85 2,651 114 2,852 1,4122 5623 16 9 24 8 19 4 0 79 1,348 2 1,432 2,826 3 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 1 277 15 0 17 416 21 0 22 4 5 0 1 0 1 780 0 7:15 AM 1 1 330 12 0 23 569 18 0 33 2 15 0 0 1 2 1,007 0 7:30 AM 0 2 347 17 1 24 677 12 0 58 3 16 0 1 0 1 1,159 0 7:45 AM 1 0 353 19 0 32 748 25 0 50 4 15 0 3 0 1 1,251 4,197 8:00 AM 0 0 345 22 1 31 570 28 0 33 5 10 0 2 1 1 1,049 4,466 8:15 AM 2 0 303 21 0 27 656 20 0 28 11 15 0 0 0 0 1,083 4,542 8:30 AM 1 4 364 23 0 42 551 15 0 43 7 19 0 2 0 0 1,071 4,454 8:45 AM 0 1 299 30 1 50 568 15 1 34 8 23 0 4 0 1 1,035 4,238 Count Total 5 9 2,618 159 3 246 4,755 154 1 301 44 118 0 13 2 7 8,435 3 2 1,348 79 2 114 2,651 85 0 169 23 56 0 6 1 3 4,542 0 0 34 0 0 1 50 2 0 0 0 3 0 2 0 1 93 0%0%3%0%0%1%2%2%-0%0%5%-33%0%33%2% EB WB NB SB EB WB NB SB E W N S 7:00 AM 9 13 2 0 0 2 0 0 1 0 0 0 7:15 AM 4 17 2 0 0 2 0 0 0 0 0 1 7:30 AM 7 12 0 0 0 0 1 0 0 0 0 0 7:45 AM 9 10 0 2 0 1 3 0 0 0 0 0 8:00 AM 9 15 1 1 0 0 1 0 0 0 0 0 8:15 AM 9 16 2 0 0 0 1 0 0 0 0 0 8:30 AM 17 19 2 0 0 0 2 0 1 3 1 0 8:45 AM 10 15 0 1 0 0 2 0 1 0 1 0 Count Total 74 117 9 4 0 5 10 0 3 3 2 1 Peak Hour 34 53 3 3 0 1 6 0 0 0 0 0 204 15 9 93 7 0 38 2 5 26 2 2 26 1 0 27 1 0 19 1 0 21 4 0 24 2 1 23 2 1 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start E Harmony Rd E Harmony Rd Lady Moon Dr Technology Parkway 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 9 0 0 1 11 1 0 1 0 1 0 0 0 0 24 0 7:15 AM 0 0 4 0 0 1 15 1 0 2 0 0 0 0 0 0 23 0 7:30 AM 0 0 7 0 0 0 12 0 0 0 0 0 0 0 0 0 19 0 7:45 AM 0 0 9 0 0 0 9 1 0 0 0 0 0 1 0 1 21 87 8:00 AM 0 0 9 0 0 0 15 0 0 0 0 1 0 1 0 0 26 89 8:15 AM 0 0 9 0 0 1 14 1 0 0 0 2 0 0 0 0 27 93 8:30 AM 0 0 14 3 0 0 19 0 0 1 0 1 0 0 0 0 38 112 8:45 AM 0 0 9 1 0 0 15 0 0 0 0 0 0 1 0 0 26 117 Count Total 0 0 70 4 0 3 110 4 0 4 0 5 0 3 0 1 204 Pk Hr Heavy 0 0 34 0 0 1 50 2 0 0 0 3 0 2 0 1 93 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 2 0 7:15 AM 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 2 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 7:45 AM 0 0 0 0 0 0 1 0 0 1 2 0 0 0 0 0 4 9 8:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 8 8:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 7 8:30 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 8 8:45 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 6 Count Total 0 0 0 0 0 0 5 0 0 1 9 0 0 0 0 0 15 Pk Hr Bike 0 0 0 0 0 0 1 0 0 1 5 0 0 0 0 0 7 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start E Harmony Rd E Harmony Rd Lady Moon Dr Technology Parkway Interval Start E Harmony Rd E Harmony Rd Lady Moon Dr Technology Parkway 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB 1%0.95 WB 1%0.97 NB 1%0.73 SB 1%0.95 TOTAL 1%0.95 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:15 PM 1 0 629 23 0 39 552 2 0 47 2 51 0 24 4 7 1,381 0 4:30 PM 0 0 585 34 0 37 536 2 0 27 1 29 0 24 11 5 1,291 0 4:45 PM 1 0 558 27 0 25 529 0 0 41 0 32 0 23 11 5 1,252 0 5:00 PM 0 0 600 36 0 28 539 5 0 33 1 29 0 28 10 3 1,312 5,236 2 0 2,372 120 0 129 2,156 9 0 148 4 141 0 99 36 20 5,236 0 0 30 0 0 0 24 0 0 0 0 2 0 0 0 1 57 0%-1%0%-0%1%0%-0%0%1%-0%0%5%1% EB WB NB SB EB WB NB SB E W N S 4:15 PM 9 12 1 0 0 1 0 0 0 1 0 1 4:30 PM 6 1 0 1 0 0 0 0 2 0 1 1 4:45 PM 8 6 0 0 0 0 0 0 0 0 0 0 5:00 PM 7 5 1 0 0 0 0 1 0 0 0 2 Peak Hour 30 24 2 1 0 1 0 1 2 1 1 4572 8 2 14 0 0 13 1 22 1 2 8 0 4 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start E Harmony Rd E Harmony Rd Lady Moon Dr Technology Parkway 15-min Total 4:15 PM to 5:15 PM 9/5/2024 4:00 PM to 6:00 PM 0 0 0 0 1 0 000 0 1 0 1 4 1 2 N Lady Moon Dr E Harmony Rd E Harmony Rd La d y M o o n D r E Harmony Rd Te c h n o l o g y Pa r k w a y 5,236TEV: 0.9479PHF: 20 36 99 15 5 13 0 9 2,156 129 2,294 2,6120 14 1 4 14 8 29 3 28 5 0 120 2,372 0 2,494 2,326 2 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 2 0 567 42 0 47 461 1 0 43 4 23 0 31 9 8 1,238 0 4:15 PM 1 0 629 23 0 39 552 2 0 47 2 51 0 24 4 7 1,381 0 4:30 PM 0 0 585 34 0 37 536 2 0 27 1 29 0 24 11 5 1,291 0 4:45 PM 1 0 558 27 0 25 529 0 0 41 0 32 0 23 11 5 1,252 5,162 5:00 PM 0 0 600 36 0 28 539 5 0 33 1 29 0 28 10 3 1,312 5,236 5:15 PM 1 0 609 33 0 36 560 6 0 46 0 38 0 20 8 4 1,361 5,216 5:30 PM 0 0 543 35 0 32 532 15 0 39 1 27 0 17 3 7 1,251 5,176 5:45 PM 2 1 586 40 1 24 522 13 0 46 1 25 0 25 8 5 1,299 5,223 Count Total 7 1 4,677 270 1 268 4,231 44 0 322 10 254 0 192 64 44 10,385 2 0 2,372 120 0 129 2,156 9 0 148 4 141 0 99 36 20 5,236 0 0 30 0 0 0 24 0 0 0 0 2 0 0 0 1 57 0%-1%0%-0%1%0%-0%0%1%-0%0%5%1% EB WB NB SB EB WB NB SB E W N S 4:00 PM 12 8 4 2 1 1 0 0 0 0 0 0 4:15 PM 9 12 1 0 0 1 0 0 0 1 0 1 4:30 PM 6 1 0 1 0 0 0 0 2 0 1 1 4:45 PM 8 6 0 0 0 0 0 0 0 0 0 0 5:00 PM 7 5 1 0 0 0 0 1 0 0 0 2 5:15 PM 10 4 2 0 0 0 0 1 0 1 0 1 5:30 PM 8 3 0 0 0 0 1 2 1 0 0 0 5:45 PM 6 7 1 0 0 0 0 1 0 0 1 2 Count Total 66 46 9 3 1 2 1 5 3 2 2 7 Peak Hour 30 24 2 1 0 1 0 1 2 1 1 4 124 9 14 57 2 8 11 3 1 14 1 3 13 1 2 16 1 2 8 0 4 14 0 0 26 2 0 22 1 2 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start E Harmony Rd E Harmony Rd Lady Moon Dr Technology Parkway 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 12 0 0 0 8 0 0 1 2 1 0 0 1 1 26 0 4:15 PM 0 0 9 0 0 0 12 0 0 0 0 1 0 0 0 0 22 0 4:30 PM 0 0 6 0 0 0 1 0 0 0 0 0 0 0 0 1 8 0 4:45 PM 0 0 8 0 0 0 6 0 0 0 0 0 0 0 0 0 14 70 5:00 PM 0 0 7 0 0 0 5 0 0 0 0 1 0 0 0 0 13 57 5:15 PM 0 0 10 0 0 0 4 0 0 0 0 2 0 0 0 0 16 51 5:30 PM 0 0 8 0 0 1 2 0 0 0 0 0 0 0 0 0 11 54 5:45 PM 0 0 6 0 0 0 7 0 0 0 0 1 0 0 0 0 14 54 Count Total 0 0 66 0 0 1 45 0 0 1 2 6 0 0 1 2 124 Pk Hr Heavy 0 0 30 0 0 0 24 0 0 0 0 2 0 0 0 1 57 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 2 0 4:15 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 2 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 2 5:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 3 5 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 6 Count Total 0 0 1 0 0 0 2 0 0 0 1 0 0 0 5 0 9 Pk Hr Bike 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 2 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start E Harmony Rd E Harmony Rd Lady Moon Dr Technology Parkway Interval Start E Harmony Rd E Harmony Rd Lady Moon Dr Technology Parkway 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB 3%0.89 WB 2%0.88 NB 0%0.61 SB ---- TOTAL 2%0.93 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:30 AM 0 0 394 0 0 0 714 0 0 0 0 20 0 0 0 0 1,128 0 7:45 AM 0 0 326 3 0 0 805 0 0 0 0 12 0 0 0 0 1,146 0 8:00 AM 0 0 356 1 0 0 619 0 0 0 0 8 0 0 0 0 984 0 8:15 AM 0 0 312 3 0 0 687 0 0 0 0 9 0 0 0 0 1,011 4,269 0 0 1,388 7 0 0 2,825 0 0 0 0 49 0 0 0 0 4,269 0 0 39 2 0 0 53 0 0 0 0 0 0 0 0 0 94 --3%29%--2%----0%----2% EB WB NB SB EB WB NB SB E W N S 7:30 AM 10 11 0 0 1 0 0 0 0 0 0 0 7:45 AM 9 10 0 0 0 1 0 0 0 0 0 0 8:00 AM 10 16 0 0 0 0 0 0 0 0 0 0 8:15 AM 12 16 0 0 0 0 0 0 0 0 0 0 Peak Hour 41 53 0 0 1 1 0 0 0 0 0 0942 0 0 26 0 0 28 0 21 1 0 19 1 0 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start E Harmony Rd E Harmony Rd Cinquefoil Ln n/a 15-min Total 7:30 AM to 8:30 AM 9/5/2024 7:00 AM to 9:00 AM 0 1 00 1 0 0 0 0 0 N Cinquefoil Ln E Harmony Rd E Harmony Rd Ci n q u e f o i l L n E Harmony Rd 4,269TEV: 0.9313PHF: 2,825 0 2,825 1,4370 490 497 0 7 1,3881,395 2,825 0 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 276 3 0 0 430 0 0 0 0 10 0 0 0 0 719 0 7:15 AM 0 0 354 3 0 0 634 0 0 0 0 10 0 0 0 0 1,001 0 7:30 AM 0 0 394 0 0 0 714 0 0 0 0 20 0 0 0 0 1,128 0 7:45 AM 0 0 326 3 0 0 805 0 0 0 0 12 0 0 0 0 1,146 3,994 8:00 AM 0 0 356 1 0 0 619 0 0 0 0 8 0 0 0 0 984 4,259 8:15 AM 0 0 312 3 0 0 687 0 0 0 0 9 0 0 0 0 1,011 4,269 8:30 AM 0 0 390 3 0 0 650 0 0 0 0 11 0 0 0 0 1,054 4,195 8:45 AM 0 0 326 3 0 0 619 0 0 0 0 7 0 0 0 0 955 4,004 Count Total 0 0 2,734 19 0 0 5,158 0 0 0 0 87 0 0 0 0 7,998 0 0 1,388 7 0 0 2,825 0 0 0 0 49 0 0 0 0 4,269 0 0 39 2 0 0 53 0 0 0 0 0 0 0 0 0 94 --3%29%--2%----0%----2% EB WB NB SB EB WB NB SB E W N S 7:00 AM 9 13 1 0 0 3 0 0 0 0 0 0 7:15 AM 4 16 0 0 0 1 0 0 0 0 0 0 7:30 AM 10 11 0 0 1 0 0 0 0 0 0 0 7:45 AM 9 10 0 0 0 1 0 0 0 0 0 0 8:00 AM 10 16 0 0 0 0 0 0 0 0 0 0 8:15 AM 12 16 0 0 0 0 0 0 0 0 0 0 8:30 AM 15 20 0 0 0 1 0 0 0 0 0 0 8:45 AM 9 15 1 0 0 1 0 0 0 0 0 0 Count Total 78 117 2 0 1 7 0 0 0 0 0 0 Peak Hour 41 53 0 0 1 1 0 0 0 0 0 0 197 8 0 94 2 0 35 1 0 25 1 0 26 0 0 28 0 0 21 1 0 19 1 0 23 3 0 20 1 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start E Harmony Rd E Harmony Rd Cinquefoil Ln n/a 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 9 0 0 0 13 0 0 0 0 1 0 0 0 0 23 0 7:15 AM 0 0 3 1 0 0 16 0 0 0 0 0 0 0 0 0 20 0 7:30 AM 0 0 10 0 0 0 11 0 0 0 0 0 0 0 0 0 21 0 7:45 AM 0 0 9 0 0 0 10 0 0 0 0 0 0 0 0 0 19 83 8:00 AM 0 0 10 0 0 0 16 0 0 0 0 0 0 0 0 0 26 86 8:15 AM 0 0 10 2 0 0 16 0 0 0 0 0 0 0 0 0 28 94 8:30 AM 0 0 15 0 0 0 20 0 0 0 0 0 0 0 0 0 35 108 8:45 AM 0 0 9 0 0 0 15 0 0 0 0 1 0 0 0 0 25 114 Count Total 0 0 75 3 0 0 117 0 0 0 0 2 0 0 0 0 197 Pk Hr Heavy 0 0 39 2 0 0 53 0 0 0 0 0 0 0 0 0 94 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 3 0 7:15 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 7:30 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 7:45 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 6 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 8:30 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 2 8:45 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 2 Count Total 0 0 1 0 0 0 7 0 0 0 0 0 0 0 0 0 8 Pk Hr Bike 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 2 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start E Harmony Rd E Harmony Rd Cinquefoil Ln n/a Interval Start E Harmony Rd E Harmony Rd Cinquefoil Ln n/a 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB 1%0.92 WB 1%0.95 NB 3%0.75 SB ---- TOTAL 1%0.94 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:15 PM 0 0 703 6 0 0 601 0 0 0 0 10 0 0 0 0 1,320 0 4:30 PM 0 0 635 8 0 0 582 0 0 0 0 9 0 0 0 0 1,234 0 4:45 PM 0 0 589 14 0 0 549 0 0 0 0 7 0 0 0 0 1,159 0 5:00 PM 0 0 654 3 0 0 559 0 0 0 0 13 0 0 0 0 1,229 4,942 0 0 2,581 31 0 0 2,291 0 0 0 0 39 0 0 0 0 4,942 0 0 33 0 0 0 23 0 0 0 0 1 0 0 0 0 57 --1%0%--1%----3%----1% EB WB NB SB EB WB NB SB E W N S 4:15 PM 11 11 0 0 0 1 0 0 0 0 0 0 4:30 PM 6 2 1 0 0 0 0 0 0 0 0 0 4:45 PM 8 5 0 0 0 0 0 0 0 0 0 0 5:00 PM 8 5 0 0 0 0 0 0 0 0 0 0 Peak Hour 33 23 1 0 0 1 0 0 0 0 0 0571 0 0 13 0 0 13 0 22 1 0 9 0 0 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start E Harmony Rd E Harmony Rd Cinquefoil Ln n/a 15-min Total 4:15 PM to 5:15 PM 9/5/2024 4:00 PM to 6:00 PM 0 0 00 1 0 0 0 0 0 N Cinquefoil Ln E Harmony Rd E Harmony Rd Ci n q u e f o i l L n E Harmony Rd 4,942TEV: 0.9360PHF: 2,291 0 2,291 2,6200 390 3931 0 31 2,5812,612 2,291 0 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 621 6 0 0 512 0 0 0 0 5 0 0 0 0 1,144 0 4:15 PM 0 0 703 6 0 0 601 0 0 0 0 10 0 0 0 0 1,320 0 4:30 PM 0 0 635 8 0 0 582 0 0 0 0 9 0 0 0 0 1,234 0 4:45 PM 0 0 589 14 0 0 549 0 0 0 0 7 0 0 0 0 1,159 4,857 5:00 PM 0 0 654 3 0 0 559 0 0 0 0 13 0 0 0 0 1,229 4,942 5:15 PM 0 0 660 2 0 0 604 0 0 0 0 9 0 0 0 0 1,275 4,897 5:30 PM 0 0 553 2 0 0 576 0 0 0 0 5 0 0 0 0 1,136 4,799 5:45 PM 0 0 658 6 0 0 562 0 0 0 0 13 0 0 0 0 1,239 4,879 Count Total 0 0 5,073 47 0 0 4,545 0 0 0 0 71 0 0 0 0 9,736 0 0 2,581 31 0 0 2,291 0 0 0 0 39 0 0 0 0 4,942 0 0 33 0 0 0 23 0 0 0 0 1 0 0 0 0 57 --1%0%--1%----3%----1% EB WB NB SB EB WB NB SB E W N S 4:00 PM 13 8 0 0 1 1 0 0 0 0 0 0 4:15 PM 11 11 0 0 0 1 0 0 0 0 0 0 4:30 PM 6 2 1 0 0 0 0 0 0 0 0 0 4:45 PM 8 5 0 0 0 0 0 0 0 0 0 0 5:00 PM 8 5 0 0 0 0 0 0 0 0 0 0 5:15 PM 13 4 0 0 0 0 0 0 0 0 0 0 5:30 PM 8 3 0 0 1 0 0 0 0 0 0 0 5:45 PM 5 7 0 0 0 0 0 0 0 0 0 0 Count Total 72 45 1 0 2 2 0 0 0 0 0 0 Peak Hour 33 23 1 0 0 1 0 0 0 0 0 0 118 4 0 57 1 0 11 1 0 12 0 0 13 0 0 17 0 0 9 0 0 13 0 0 21 2 0 22 1 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start E Harmony Rd E Harmony Rd Cinquefoil Ln n/a 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 13 0 0 0 8 0 0 0 0 0 0 0 0 0 21 0 4:15 PM 0 0 11 0 0 0 11 0 0 0 0 0 0 0 0 0 22 0 4:30 PM 0 0 6 0 0 0 2 0 0 0 0 1 0 0 0 0 9 0 4:45 PM 0 0 8 0 0 0 5 0 0 0 0 0 0 0 0 0 13 65 5:00 PM 0 0 8 0 0 0 5 0 0 0 0 0 0 0 0 0 13 57 5:15 PM 0 0 13 0 0 0 4 0 0 0 0 0 0 0 0 0 17 52 5:30 PM 0 0 8 0 0 0 3 0 0 0 0 0 0 0 0 0 11 54 5:45 PM 0 0 5 0 0 0 7 0 0 0 0 0 0 0 0 0 12 53 Count Total 0 0 72 0 0 0 45 0 0 0 0 1 0 0 0 0 118 Pk Hr Heavy 0 0 33 0 0 0 23 0 0 0 0 1 0 0 0 0 57 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 2 0 4:15 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Count Total 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 4 Pk Hr Bike 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start E Harmony Rd E Harmony Rd Cinquefoil Ln n/a Interval Start E Harmony Rd E Harmony Rd Cinquefoil Ln n/a 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB ---- WB 7%0.85 NB 3%0.95 SB 3%0.60 TOTAL 3%0.79 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 8:00 AM 0 0 0 0 0 0 0 9 0 0 38 1 0 2 26 0 76 0 8:15 AM 0 0 0 0 0 1 0 8 0 0 42 0 0 6 15 0 72 0 8:30 AM 0 0 0 0 0 0 0 13 0 0 42 0 0 3 36 0 94 0 8:45 AM 0 0 0 0 0 1 0 12 0 0 37 0 0 5 57 0 112 354 0 0 0 0 0 2 0 42 0 0 159 1 0 16 134 0 354 0 0 0 0 0 0 0 3 0 0 3 1 0 2 3 0 12 -----0%-7%--2%100%-13%2%-3% EB WB NB SB EB WB NB SB E W N S 8:00 AM 0 0 2 0 0 0 1 0 1 0 0 0 8:15 AM 0 2 2 0 0 0 0 0 1 0 0 0 8:30 AM 0 1 0 3 0 0 2 1 2 0 0 0 8:45 AM 0 0 0 2 0 0 2 0 0 0 0 0 Peak Hour 0 3 4 5 0 0 5 1 4 0 0 0126 4 0 4 3 2 2 2 2 1 1 4 0 1 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start n/a Le Fever Dr Lady Moon Dr Lady Moon Dr 15-min Total 8:00 AM to 9:00 AM 9/5/2024 7:00 AM to 9:00 AMN Lady Moon Dr Le Fever Dr Le Fever Dr La d y M o o n D r La d y M o o n D r 354TEV: 0.7902PHF: 13 4 16 15 0 20 1 0 42 2 44 17 0 1 15 9 16 0 13 6 0 1 0 05 0 0 0 0 0 4 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 12 0 0 18 0 0 1 10 0 41 0 7:15 AM 0 0 0 0 0 1 0 13 0 0 36 1 0 6 10 0 67 0 7:30 AM 0 0 0 0 0 1 0 28 0 0 35 0 0 3 13 0 80 0 7:45 AM 0 0 0 0 0 0 0 10 0 0 47 0 0 4 16 0 77 265 8:00 AM 0 0 0 0 0 0 0 9 0 0 38 1 0 2 26 0 76 300 8:15 AM 0 0 0 0 0 1 0 8 0 0 42 0 0 6 15 0 72 305 8:30 AM 0 0 0 0 0 0 0 13 0 0 42 0 0 3 36 0 94 319 8:45 AM 0 0 0 0 0 1 0 12 0 0 37 0 0 5 57 0 112 354 Count Total 0 0 0 0 0 4 0 105 0 0 295 2 0 30 183 0 619 0 0 0 0 0 2 0 42 0 0 159 1 0 16 134 0 354 0 0 0 0 0 0 0 3 0 0 3 1 0 2 3 0 12 -----0%-7%--2%100%-13%2%-3% EB WB NB SB EB WB NB SB E W N S 7:00 AM 0 0 1 1 0 0 0 0 1 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 1 3 0 1 0 0 0 7:45 AM 0 0 0 0 0 0 2 0 3 0 0 0 8:00 AM 0 0 2 0 0 0 1 0 1 0 0 0 8:15 AM 0 2 2 0 0 0 0 0 1 0 0 0 8:30 AM 0 1 0 3 0 0 2 1 2 0 0 0 8:45 AM 0 0 0 2 0 0 2 0 0 0 0 0 Count Total 0 3 5 6 0 1 10 1 9 0 0 0 Peak Hour 0 3 4 5 0 0 5 1 4 0 0 0 14 12 9 12 6 4 4 3 2 2 2 0 2 1 1 4 0 1 0 4 1 0 2 3 2 0 1 0 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start n/a Le Fever Dr Lady Moon Dr Lady Moon Dr 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 2 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 8:00 AM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 2 2 8:15 AM 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 4 6 8:30 AM 0 0 0 0 0 0 0 1 0 0 0 0 0 0 3 0 4 10 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 12 Count Total 0 0 0 0 0 0 0 3 0 0 4 1 0 2 4 0 14 Pk Hr Heavy 0 0 0 0 0 0 0 3 0 0 3 1 0 2 3 0 12 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 1 0 0 3 0 0 0 0 0 4 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 2 6 8:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 7 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 8:30 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 1 0 3 6 8:45 AM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 6 Count Total 0 0 0 0 0 0 0 1 0 0 9 1 0 0 1 0 12 Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 5 0 0 0 1 0 6 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start n/a Le Fever Dr Lady Moon Dr Lady Moon Dr Interval Start n/a Le Fever Dr Lady Moon Dr Lady Moon Dr 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB ---- WB 0%0.79 NB 3%0.85 SB 0%0.95 TOTAL 1%0.94 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 5:00 PM 0 0 0 0 0 0 0 10 0 0 34 2 0 18 44 0 108 0 5:15 PM 0 0 0 0 0 1 0 6 0 0 42 1 0 19 43 0 112 0 5:30 PM 0 0 0 0 0 1 0 8 0 0 30 2 1 14 43 0 99 0 5:45 PM 0 0 0 0 0 1 0 11 0 0 35 1 0 15 39 0 102 421 0 0 0 0 0 3 0 35 0 0 141 6 1 66 169 0 421 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 4 -----0%-0%--3%0%0%0%0%-1% EB WB NB SB EB WB NB SB E W N S 5:00 PM 0 0 1 0 0 0 1 1 0 0 0 0 5:15 PM 0 0 2 0 0 0 0 2 4 0 0 0 5:30 PM 0 0 0 0 0 0 1 2 3 0 0 0 5:45 PM 0 0 1 0 0 0 0 1 0 0 0 0 Peak Hour 0 0 4 0 0 0 2 6 7 0 0 048 7 0 0 3 3 1 1 1 2 0 2 2 4 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start n/a Le Fever Dr Lady Moon Dr Lady Moon Dr 15-min Total 5:00 PM to 6:00 PM 9/5/2024 4:00 PM to 6:00 PMN Lady Moon Dr Le Fever Dr Le Fever Dr La d y M o o n D r La d y M o o n D r 421TEV: 0.9397PHF: 16 9 66 23 6 17 7 1 35 3 38 72 0 6 14 1 14 7 17 2 0 5 1 02 0 0 0 0 0 7 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 2 0 2 0 0 48 0 0 14 67 0 133 0 4:15 PM 0 0 0 0 0 0 0 6 0 0 65 1 0 13 36 0 121 0 4:30 PM 0 0 0 0 0 0 0 4 0 0 25 0 0 16 43 0 88 0 4:45 PM 0 0 0 0 0 0 0 4 0 0 39 1 0 10 30 0 84 426 5:00 PM 0 0 0 0 0 0 0 10 0 0 34 2 0 18 44 0 108 401 5:15 PM 0 0 0 0 0 1 0 6 0 0 42 1 0 19 43 0 112 392 5:30 PM 0 0 0 0 0 1 0 8 0 0 30 2 1 14 43 0 99 403 5:45 PM 0 0 0 0 0 1 0 11 0 0 35 1 0 15 39 0 102 421 Count Total 0 0 0 0 0 5 0 51 0 0 318 8 1 119 345 0 847 0 0 0 0 0 3 0 35 0 0 141 6 1 66 169 0 421 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 4 -----0%-0%--3%0%0%0%0%-1% EB WB NB SB EB WB NB SB E W N S 4:00 PM 0 0 4 1 0 0 1 0 0 0 0 0 4:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 1 0 0 0 0 2 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 1 0 0 0 5:00 PM 0 0 1 0 0 0 1 1 0 0 0 0 5:15 PM 0 0 2 0 0 0 0 2 4 0 0 0 5:30 PM 0 0 0 0 0 0 1 2 3 0 0 0 5:45 PM 0 0 1 0 0 0 0 1 0 0 0 0 Count Total 0 0 9 2 0 0 3 6 10 0 0 0 Peak Hour 0 0 4 0 0 0 2 6 7 0 0 0 11 9 10 4 8 7 0 3 3 1 1 0 1 2 0 2 2 4 1 0 2 0 0 1 5 1 0 1 0 0 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start n/a Le Fever Dr Lady Moon Dr Lady Moon Dr 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 4 0 0 0 1 0 5 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 5:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 3 5:15 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 4 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 5:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 4 Count Total 0 0 0 0 0 0 0 0 0 0 9 0 0 1 1 0 11 Pk Hr Heavy 0 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0 4 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 2 2 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 0 2 4 5:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 3 7 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 8 Count Total 0 0 0 0 0 0 0 0 0 0 3 0 0 1 5 0 9 Pk Hr Bike 0 0 0 0 0 0 0 0 0 0 2 0 0 1 5 0 8 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start n/a Le Fever Dr Lady Moon Dr Lady Moon Dr Interval Start n/a Le Fever Dr Lady Moon Dr Lady Moon Dr 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB 0%0.47 WB ---- NB 0%0.80 SB 11%0.56 TOTAL 1%0.80 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:15 AM 0 3 0 2 0 0 0 0 0 4 9 0 0 0 4 0 22 0 7:30 AM 0 9 0 0 0 0 0 0 0 9 10 0 0 0 0 0 28 0 7:45 AM 0 0 0 0 0 0 0 0 0 7 13 0 0 0 2 1 23 0 8:00 AM 0 3 0 0 0 0 0 0 0 5 7 0 0 0 2 0 17 90 0 15 0 2 0 0 0 0 0 25 39 0 0 0 8 1 90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 -0%-0%-----0%0%---13%0%1% EB WB NB SB EB WB NB SB E W N S 7:15 AM 0 0 0 1 0 0 0 0 1 0 0 0 7:30 AM 0 0 0 0 0 0 1 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 1 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 Peak Hour 0 0 0 1 0 0 2 0 1 0 0 012 1 0 0 1 0 0 0 1 0 1 0 1 0 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start Le Fever Dr n/a Cinquefoil Ln Cinquefoil Ln 15-min Total 7:15 AM to 8:15 AM 9/5/2024 7:00 AM to 9:00 AM 0 0 0 0 02 0 0 0 1 N Cinquefoil Ln Le Fever Dr Ci n q u e f o i l L n Ci n q u e f o i l L n Le Fever Dr 90TEV: 0.8036PHF: 1 8 9 54 0 3925 6410 0 2 1517 26 0 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 2 0 1 0 0 0 0 0 4 7 0 0 0 1 0 15 0 7:15 AM 0 3 0 2 0 0 0 0 0 4 9 0 0 0 4 0 22 0 7:30 AM 0 9 0 0 0 0 0 0 0 9 10 0 0 0 0 0 28 0 7:45 AM 0 0 0 0 0 0 0 0 0 7 13 0 0 0 2 1 23 88 8:00 AM 0 3 0 0 0 0 0 0 0 5 7 0 0 0 2 0 17 90 8:15 AM 0 0 0 2 0 0 0 0 0 2 7 0 0 0 1 3 15 83 8:30 AM 0 1 0 1 0 0 0 0 0 7 12 0 0 0 3 0 24 79 8:45 AM 0 2 0 1 0 0 0 0 0 6 3 0 0 0 3 0 15 71 Count Total 0 20 0 7 0 0 0 0 0 44 68 0 0 0 16 4 159 0 15 0 2 0 0 0 0 0 25 39 0 0 0 8 1 90 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 -0%-0%-----0%0%---13%0%1% EB WB NB SB EB WB NB SB E W N S 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 1 0 0 0 0 1 0 0 0 7:30 AM 0 0 0 0 0 0 1 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 1 0 0 0 0 0 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM 0 0 0 2 0 0 0 0 0 0 0 0 8:30 AM 0 0 0 0 0 0 0 0 0 2 0 0 8:45 AM 1 0 0 0 0 0 0 0 0 0 0 0 Count Total 1 0 0 3 0 0 2 0 1 2 0 0 Peak Hour 0 0 0 1 0 0 2 0 1 0 0 0 4 2 3 1 2 1 0 0 2 1 0 0 0 0 0 2 0 0 0 1 0 0 1 0 0 0 0 1 0 1 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Le Fever Dr n/a Cinquefoil Ln Cinquefoil Ln 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 2 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 8:45 AM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3 Count Total 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 2 4 Pk Hr Heavy 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 7:45 AM 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 2 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 2 Pk Hr Bike 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 2 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Le Fever Dr n/a Cinquefoil Ln Cinquefoil Ln Interval Start Le Fever Dr n/a Cinquefoil Ln Cinquefoil Ln 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB 7%0.75 WB ---- NB 0%0.73 SB 0%0.52 TOTAL 2%0.81 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:15 PM 0 3 0 5 0 0 0 0 0 3 5 0 0 0 6 0 22 0 4:30 PM 0 1 0 5 0 0 0 0 0 1 5 0 0 0 7 0 19 0 4:45 PM 0 1 0 3 0 0 0 0 0 5 6 0 0 0 14 0 29 0 5:00 PM 0 4 0 5 0 0 0 0 0 7 6 0 0 0 2 0 24 94 0 9 0 18 0 0 0 0 0 16 22 0 0 0 29 0 94 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 -11%-6%-----0%0%---0%-2% EB WB NB SB EB WB NB SB E W N S 4:15 PM 1 0 0 0 1 0 1 2 0 2 0 0 4:30 PM 1 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 2 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 2 0 0 Peak Hour 2 0 0 0 1 0 1 2 0 6 0 024 6 2 0 0 2 0 0 1 4 2 1 0 0 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start Le Fever Dr n/a Cinquefoil Ln Cinquefoil Ln 15-min Total 4:15 PM to 5:15 PM 9/5/2024 4:00 PM to 6:00 PM 1 0 1 1 10 0 0 6 0 N Cinquefoil Ln Le Fever Dr Ci n q u e f o i l L n Ci n q u e f o i l L n Le Fever Dr 94TEV: 0.8103PHF: 0 29 29 31 0 2216 3847 0 18 927 16 0 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 1 0 4 0 0 0 0 0 1 4 0 0 0 6 1 17 0 4:15 PM 0 3 0 5 0 0 0 0 0 3 5 0 0 0 6 0 22 0 4:30 PM 0 1 0 5 0 0 0 0 0 1 5 0 0 0 7 0 19 0 4:45 PM 0 1 0 3 0 0 0 0 0 5 6 0 0 0 14 0 29 87 5:00 PM 0 4 0 5 0 0 0 0 0 7 6 0 0 0 2 0 24 94 5:15 PM 0 3 0 3 0 0 0 0 0 3 5 0 0 0 3 0 17 89 5:30 PM 0 1 0 4 0 0 0 0 0 6 5 0 0 0 2 0 18 88 5:45 PM 0 3 0 4 0 0 0 0 0 7 9 0 0 0 5 0 28 87 Count Total 0 17 0 33 0 0 0 0 0 33 45 0 0 0 45 1 174 0 9 0 18 0 0 0 0 0 16 22 0 0 0 29 0 94 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 -11%-6%-----0%0%---0%-2% EB WB NB SB EB WB NB SB E W N S 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 1 0 0 0 1 0 1 2 0 2 0 0 4:30 PM 1 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 2 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 2 0 0 5:15 PM 0 0 0 0 1 0 0 0 0 1 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 1 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 2 0 0 0 2 0 1 2 0 8 0 0 Peak Hour 2 0 0 0 1 0 1 2 0 6 0 0 2 5 8 2 4 6 0 0 1 0 0 0 0 0 2 0 1 1 1 0 0 0 0 2 0 0 0 1 4 2 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Le Fever Dr n/a Cinquefoil Ln Cinquefoil Ln 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4:30 PM 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 Pk Hr Heavy 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 2 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 1 0 0 0 0 0 0 1 0 0 0 1 1 4 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 5:15 PM 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Count Total 0 0 0 2 0 0 0 0 0 0 1 0 0 0 1 1 5 Pk Hr Bike 0 0 0 1 0 0 0 0 0 0 1 0 0 0 1 1 4 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Le Fever Dr n/a Cinquefoil Ln Cinquefoil Ln Interval Start Le Fever Dr n/a Cinquefoil Ln Cinquefoil Ln 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB 0%0.91 WB 3%0.80 NB 0%0.71 SB 0%0.61 TOTAL 1%0.86 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:15 AM 0 2 8 2 0 2 14 4 0 6 4 1 0 0 4 3 50 0 7:30 AM 0 1 11 1 0 4 27 1 0 8 5 5 0 0 4 0 67 0 7:45 AM 0 4 9 1 0 1 34 1 0 7 4 5 0 0 1 1 68 0 8:00 AM 0 1 5 6 0 1 25 1 0 5 1 0 0 2 1 1 49 234 0 8 33 10 0 8 100 7 0 26 14 11 0 2 10 5 234 0 0 0 0 0 1 1 1 0 0 0 0 0 0 0 0 3 -0%0%0%-13%1%14%-0%0%0%-0%0%0%1% EB WB NB SB EB WB NB SB E W N S 7:15 AM 0 2 0 0 0 3 1 2 0 1 0 0 7:30 AM 0 1 0 0 0 1 0 0 0 2 0 2 7:45 AM 0 0 0 0 0 0 0 0 2 3 0 1 8:00 AM 0 0 0 0 0 0 0 0 1 0 0 4 Peak Hour 0 3 0 0 0 4 1 2 3 6 0 737 16 5 0 0 6 0 0 2 6 1 1 1 4 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start Rock Creek Dr Rock Creek Dr Cinquefoil Ln Cinquefoil Ln 15-min Total 7:15 AM to 8:15 AM 9/5/2024 7:00 AM to 9:00 AM 0 0 0 0 2 0 010 0 1 3 0 7 6 3 N Cinquefoil Ln Rock Creek Dr Rock Creek Dr Ci n q u e f o i l L n Rock Creek Dr Ci n q u e f o i l L n 234TEV: 0.8603PHF: 5 10 2 17 29 0 7 100 8 115 460 111426 5128 0 10 33 8 51 131 0 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 1 11 0 0 0 12 1 0 1 1 1 0 0 1 0 29 0 7:15 AM 0 2 8 2 0 2 14 4 0 6 4 1 0 0 4 3 50 0 7:30 AM 0 1 11 1 0 4 27 1 0 8 5 5 0 0 4 0 67 0 7:45 AM 0 4 9 1 0 1 34 1 0 7 4 5 0 0 1 1 68 214 8:00 AM 0 1 5 6 0 1 25 1 0 5 1 0 0 2 1 1 49 234 8:15 AM 0 2 6 0 0 1 17 0 0 5 1 0 0 0 0 2 34 218 8:30 AM 0 2 3 1 0 1 19 1 0 5 2 0 0 0 1 3 38 189 8:45 AM 0 1 8 2 0 1 23 1 0 5 4 1 0 2 1 1 50 171 Count Total 0 14 61 13 0 11 171 10 0 42 22 13 0 4 13 11 385 0 8 33 10 0 8 100 7 0 26 14 11 0 2 10 5 234 0 0 0 0 0 1 1 1 0 0 0 0 0 0 0 0 3 -0%0%0%-13%1%14%-0%0%0%-0%0%0%1% EB WB NB SB EB WB NB SB E W N S 7:00 AM 0 1 1 0 0 0 0 0 1 0 0 1 7:15 AM 0 2 0 0 0 3 1 2 0 1 0 0 7:30 AM 0 1 0 0 0 1 0 0 0 2 0 2 7:45 AM 0 0 0 0 0 0 0 0 2 3 0 1 8:00 AM 0 0 0 0 0 0 0 0 1 0 0 4 8:15 AM 0 0 0 0 0 1 0 0 0 1 0 1 8:30 AM 0 0 0 0 0 2 0 0 0 1 0 1 8:45 AM 0 1 0 0 0 1 0 1 0 1 0 1 Count Total 0 5 1 0 0 8 1 3 4 9 0 11 Peak Hour 0 3 0 0 0 4 1 2 3 6 0 7 6 12 24 3 7 16 0 2 2 1 2 2 0 0 5 0 1 2 1 1 4 0 0 6 2 0 2 2 6 1 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Rock Creek Dr Rock Creek Dr Cinquefoil Ln Cinquefoil Ln 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 2 0 7:15 AM 0 0 0 0 0 0 1 1 0 0 0 0 0 0 0 0 2 0 7:30 AM 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 1 Count Total 0 0 0 0 0 1 3 1 0 0 1 0 0 0 0 0 6 Pk Hr Heavy 0 0 0 0 0 1 1 1 0 0 0 0 0 0 0 0 3 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 0 0 0 0 0 3 0 0 0 0 1 0 0 0 2 0 6 0 7:30 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 8:15 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 2 8:30 AM 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2 3 8:45 AM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 2 5 Count Total 0 0 0 0 0 5 3 0 0 0 1 0 0 0 2 1 12 Pk Hr Bike 0 0 0 0 0 3 1 0 0 0 1 0 0 0 2 0 7 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Rock Creek Dr Rock Creek Dr Cinquefoil Ln Cinquefoil Ln Interval Start Rock Creek Dr Rock Creek Dr Cinquefoil Ln Cinquefoil Ln 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Date: Peak Hour Count Period: Peak Hour: HV%PHF EB 0%0.91 WB 1%0.91 NB 0%0.70 SB 0%0.71 TOTAL 0%0.97 Peak Hour Count Summaries UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:30 PM 0 1 20 6 1 2 15 1 0 1 3 1 0 2 1 3 57 0 4:45 PM 0 5 19 5 0 0 14 2 0 7 0 0 0 4 1 2 59 0 5:00 PM 0 1 28 4 0 0 16 1 0 4 2 0 1 0 2 2 61 0 5:15 PM 0 3 22 6 0 1 14 2 0 5 3 2 0 0 1 1 60 237 0 10 89 21 1 3 59 6 0 17 8 3 1 6 5 8 237 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 -0%0%0%0%0%2%0%-0%0%0%0%0%0%0%0% EB WB NB SB EB WB NB SB E W N S 4:30 PM 0 0 0 0 1 0 0 0 0 3 0 2 4:45 PM 0 1 0 0 1 1 0 0 0 1 0 1 5:00 PM 0 0 0 0 1 0 0 0 1 1 0 2 5:15 PM 0 0 0 0 0 0 0 1 2 3 0 5 Peak Hour 0 1 0 0 3 1 0 1 3 8 0 1015 21 10 0 1 4 0 1 0 1 5 1 2 2 Bicycles Pedestrians (Crossing Leg) Total Total Total Interval Start Heavy Vehicle Totals Note: For complete count summary (all intervals), see following pages. ** Heavy Vehicle Classifications include FHWA Classes 4-13. ** Count Summaries include heavy vehicles, but exclude bicycles in overall count. Rolling Hour TotalEastboundWestboundNorthboundSouthbound Peak Hour Interval Start Rock Creek Dr Rock Creek Dr Cinquefoil Ln Cinquefoil Ln 15-min Total 4:30 PM to 5:30 PM 9/5/2024 4:00 PM to 6:00 PM 0 3 0 0 1 0 000 0 1 0 0 10 8 3 N Cinquefoil Ln Rock Creek Dr Rock Creek Dr Ci n q u e f o i l L n Rock Creek Dr Ci n q u e f o i l L n 237TEV: 0.9713PHF: 8 5 6 20 25 1 6 59 3 69 991 3817 2829 0 21 89 10 120 84 0 TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - All Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 1 28 3 0 0 17 0 0 4 2 1 0 2 1 3 62 0 4:15 PM 0 1 21 4 0 2 13 1 0 5 2 0 0 0 0 1 50 0 4:30 PM 0 1 20 6 1 2 15 1 0 1 3 1 0 2 1 3 57 0 4:45 PM 0 5 19 5 0 0 14 2 0 7 0 0 0 4 1 2 59 228 5:00 PM 0 1 28 4 0 0 16 1 0 4 2 0 1 0 2 2 61 227 5:15 PM 0 3 22 6 0 1 14 2 0 5 3 2 0 0 1 1 60 237 5:30 PM 0 2 18 4 0 1 15 3 0 4 2 3 0 0 0 1 53 233 5:45 PM 0 2 9 2 0 0 12 2 0 5 4 3 0 2 2 0 43 217 Count Total 0 16 165 34 1 6 116 12 0 35 18 10 1 10 8 13 445 0 10 89 21 1 3 59 6 0 17 8 3 1 6 5 8 237 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 -0%0%0%0%0%2%0%-0%0%0%0%0%0%0%0% EB WB NB SB EB WB NB SB E W N S 4:00 PM 0 0 0 0 1 0 0 1 0 0 0 4 4:15 PM 0 0 0 0 1 0 0 2 0 1 0 2 4:30 PM 0 0 0 0 1 0 0 0 0 3 0 2 4:45 PM 0 1 0 0 1 1 0 0 0 1 0 1 5:00 PM 0 0 0 0 1 0 0 0 1 1 0 2 5:15 PM 0 0 0 0 0 0 0 1 2 3 0 5 5:30 PM 0 0 0 0 0 0 0 0 7 6 0 1 5:45 PM 0 0 0 0 0 0 0 0 2 3 0 0 Count Total 0 1 0 0 5 1 0 4 12 18 0 17 Peak Hour 0 1 0 0 3 1 0 1 3 8 0 10 1 10 47 1 5 21 0 0 14 0 0 5 0 1 4 0 1 10 0 1 5 1 2 2 0 2 4 0 3 3 Interval Start Heavy Vehicle Totals Bicycles Pedestrians (Crossing Leg) Total Total Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Rock Creek Dr Rock Creek Dr Cinquefoil Ln Cinquefoil Ln 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com www.idaxdata.com Count Summaries - Heavy Vehicles UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 1 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Count Total 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 Pk Hr Heavy 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 Count Summaries - Bikes UT LT TH RT UT LT TH RT UT LT TH RT UT LT TH RT 4:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 2 0 4:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 1 3 0 4:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 4:45 PM 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 0 2 8 5:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 7 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 5 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 Count Total 0 0 5 0 0 0 1 0 0 0 0 0 0 1 2 1 10 Pk Hr Bike 0 0 3 0 0 0 1 0 0 0 0 0 0 0 1 0 5 15-min Total Rolling Hour TotalEastboundWestboundNorthboundSouthbound Rolling Hour TotalEastboundWestboundNorthboundSouthbound Interval Start Rock Creek Dr Rock Creek Dr Cinquefoil Ln Cinquefoil Ln Interval Start Rock Creek Dr Rock Creek Dr Cinquefoil Ln Cinquefoil Ln 15-min Total TJ Wethington (720) 646-1008 tj.wethington@idaxdata.com 292068000 Touchmark at Fort Collins APPENDIX C Intersection Analysis Worksheets Timings 2024 Existing AM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)5 1348 79 116 2651 85 169 23 56 6 1 Future Volume (vph)5 1348 79 116 2651 85 169 23 56 6 1 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s)4.0 15.0 15.0 4.0 15.0 15.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)11.0 29.0 29.0 11.5 28.0 28.0 53.0 53.0 53.0 49.5 49.5 Total Split (s)11.0 44.0 44.0 13.0 46.0 46.0 53.0 53.0 53.0 53.0 53.0 Total Split (%)10.0% 40.0% 40.0% 11.8% 41.8% 41.8% 48.2% 48.2% 48.2% 48.2% 48.2% Yellow Time (s)4.5 5.5 5.5 5.5 5.5 5.5 3.0 3.0 3.0 3.5 3.5 All-Red Time (s)2.5 1.5 1.5 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)6.0 6.0 6.0 6.5 6.5 6.5 5.0 5.0 5.0 5.5 5.5 Lead/Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Act Effct Green (s)5.0 61.8 61.8 6.5 72.1 72.1 24.2 24.2 24.2 23.7 23.7 Actuated g/C Ratio 0.05 0.56 0.56 0.06 0.66 0.66 0.22 0.22 0.22 0.22 0.22 v/c Ratio 0.06 0.52 0.09 1.22 0.87 0.09 0.60 0.06 0.13 0.03 0.01 Control Delay (s/veh)52.0 17.7 2.7 203.4 21.5 3.1 44.5 28.8 0.5 27.2 18.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)52.0 17.7 2.7 203.4 21.5 3.1 44.5 28.8 0.5 27.2 18.0 LOS D B A F C A D C A C B Approach Delay (s/veh)17.0 28.3 33.1 23.8 Approach LOS B C C C Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 4 (4%), Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.22 Intersection Signal Delay (s/veh): 25.0 Intersection LOS: C Intersection Capacity Utilization 85.2%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 1: Lady Moon Dr/Technology Parkway & E Harmony Rd HCM 7th Signalized Intersection Summary 2024 Existing AM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)5 1348 79 116 2651 85 169 23 56 6 1 3 Future Volume (veh/h)5 1348 79 116 2651 85 169 23 56 6 1 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1885 1885 1885 1455 1455 1455 Adj Flow Rate, veh/h 5 1481 87 127 2913 0 186 25 62 7 1 3 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, %2 2 2 2 2 2 1 1 1 30 30 30 Cap, veh/h 25 1764 548 583 3361 295 309 256 221 53 158 Arrive On Green 0.01 0.35 0.35 0.33 0.66 0.00 0.16 0.16 0.16 0.16 0.16 0.15 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 1424 1885 1565 1020 321 962 Grp Volume(v), veh/h 5 1481 87 127 2913 0 186 25 62 7 0 4 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1424 1885 1565 1020 0 1282 Q Serve(g_s), s 0.3 29.4 4.2 5.7 49.9 0.0 13.9 1.2 3.8 0.6 0.0 0.3 Cycle Q Clear(g_c), s 0.3 29.4 4.2 5.7 49.9 0.0 14.2 1.2 3.8 1.9 0.0 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.75 Lane Grp Cap(c), veh/h 25 1764 548 583 3361 295 309 256 221 0 210 V/C Ratio(X)0.20 0.84 0.16 0.22 0.87 0.63 0.08 0.24 0.03 0.00 0.02 Avail Cap(c_a), veh/h 81 1764 548 583 3361 683 823 683 494 0 554 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.6 33.2 24.9 26.8 14.9 0.0 44.5 39.0 40.0 39.8 0.0 38.9 Incr Delay (d2), s/veh 3.7 5.0 0.6 0.2 3.3 0.0 2.2 0.1 0.5 0.1 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.3 18.0 2.9 4.2 23.2 0.0 8.7 1.0 2.7 0.3 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 57.3 38.2 25.6 27.0 18.2 0.0 46.7 39.1 40.5 39.8 0.0 38.9 LnGrp LOS E D C C B D D D D D Approach Vol, veh/h 1573 3040 273 11 Approach Delay, s/veh 37.5 18.6 44.6 39.5 Approach LOS D B D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 42.5 44.0 23.5 7.6 78.9 23.5 Change Period (Y+Rc), s 7.5 7.0 6.5 7.0 7.5 * 6.5 Max Green Setting (Gmax), s 5.5 37.0 46.5 4.0 38.5 * 47 Max Q Clear Time (g_c+I1), s 7.7 31.4 3.9 2.3 51.9 16.2 Green Ext Time (p_c), s 0.0 4.0 0.0 0.0 0.0 0.9 Intersection Summary HCM 7th Control Delay, s/veh 26.2 HCM 7th LOS C Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2024 Existing AM 2: Cinquefoil Ln & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 3 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1388 7 0 2825 0 49 Future Vol, veh/h 1388 7 0 2825 0 49 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -425 ---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 2 2 0 0 Mvmt Flow 1492 8 0 3038 0 53 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 ---746 Stage 1 ------ Stage 2 ------ Critical Hdwy -----7.1 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.9 Pot Cap-1 Maneuver --0 -0 *714 Stage 1 --0 -0 - Stage 2 --0 -0 - Platoon blocked, %---0 Mov Cap-1 Maneuver -----*714 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s/v 0 0 10.45 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)714 --- HCM Lane V/C Ratio 0.074 --- HCM Control Delay (s/veh)10.4 --- HCM Lane LOS B --- HCM 95th %tile Q(veh)0.2 --- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 2024 Existing AM 3: Lady Moon Dr & Le Fever Dr 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 4 Intersection Int Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 42 159 1 16 134 Future Vol, veh/h 2 42 159 1 16 134 Conflicting Peds, #/hr 0 0 0 4 4 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 60 0 --75 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, %7 7 3 3 3 3 Mvmt Flow 3 53 201 1 20 170 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 416 206 0 0 207 0 Stage 1 206 ----- Stage 2 210 ----- Critical Hdwy 6.47 6.27 --4.13 - Critical Hdwy Stg 1 5.47 ----- Critical Hdwy Stg 2 5.47 ----- Follow-up Hdwy 3.563 3.363 --2.227 - Pot Cap-1 Maneuver 584 822 --1359 - Stage 1 817 ----- Stage 2 813 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 573 819 --1354 - Mov Cap-2 Maneuver 630 ----- Stage 1 814 ----- Stage 2 801 ----- Approach WB NB SB HCM Control Delay, s/v 9.75 0 0.82 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)--630 819 1354 - HCM Lane V/C Ratio --0.004 0.065 0.015 - HCM Control Delay (s/veh)--10.7 9.7 7.7 - HCM Lane LOS --B A A - HCM 95th %tile Q(veh)--0 0.2 0 - HCM 7th TWSC 2024 Existing AM 4: Cinquefoil Ln & Le Fever Dr 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 5 Intersection Int Delay, s/veh 3.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 15 2 25 39 8 1 Future Vol, veh/h 15 2 25 39 8 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 60 0 ---- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %0 0 0 0 11 11 Mvmt Flow 19 3 31 49 10 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 122 11 11 0 -0 Stage 1 11 ----- Stage 2 111 ----- Critical Hdwy 6.4 6.2 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 --- Pot Cap-1 Maneuver 878 1076 1621 --- Stage 1 1018 ----- Stage 2 918 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 861 1076 1621 --- Mov Cap-2 Maneuver 861 ----- Stage 1 997 ----- Stage 2 918 ----- Approach EB NB SB HCM Control Delay, s/v 9.17 2.84 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1EBLn2 SBT SBR Capacity (veh/h)703 -861 1076 -- HCM Lane V/C Ratio 0.019 -0.022 0.002 -- HCM Control Delay (s/veh)7.3 0 9.3 8.4 -- HCM Lane LOS A A A A -- HCM 95th %tile Q(veh)0.1 -0.1 0 -- HCM 7th TWSC 2024 Existing AM 5: Cinquefoil Ln & Rock Creek Dr 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 6 Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 33 10 8 100 7 26 14 11 2 10 5 Future Vol, veh/h 8 33 10 8 100 7 26 14 11 2 10 5 Conflicting Peds, #/hr 0 0 0 0 0 0 6 0 3 3 0 6 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length --100 --70 --95 --80 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, %0 0 0 3 3 3 0 0 0 0 0 0 Mvmt Flow 9 38 12 9 116 8 30 16 13 2 12 6 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 124 0 0 50 0 0 204 200 41 203 203 122 Stage 1 ------57 57 -135 135 - Stage 2 ------147 143 -68 69 - Critical Hdwy 4.1 --4.13 --7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.1 5.5 -6.1 5.5 - Critical Hdwy Stg 2 ------6.1 5.5 -6.1 5.5 - Follow-up Hdwy 2.2 --2.227 --3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1475 --1550 --759 699 1035 759 696 934 Stage 1 ------960 851 -873 789 - Stage 2 ------861 782 -947 842 - Platoon blocked, %---- Mov Cap-1 Maneuver 1475 --1550 --728 690 1032 721 687 929 Mov Cap-2 Maneuver ------728 690 -721 687 - Stage 1 ------954 846 -868 784 - Stage 2 ------832 777 -909 836 - Approach EB WB NB SB HCM Control Delay, s/v 1.17 0.51 9.99 9.89 HCM LOS A A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1SBLn2 Capacity (veh/h)714 1032 351 --133 --693 929 HCM Lane V/C Ratio 0.065 0.012 0.006 --0.006 --0.02 0.006 HCM Control Delay (s/veh)10.4 8.5 7.5 0 -7.3 0 -10.3 8.9 HCM Lane LOS B A A A -A A -B A HCM 95th %tile Q(veh)0.2 0 0 --0 --0.1 0 Timings 2024 Existing PM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)2 2372 120 129 2156 9 148 4 141 99 36 Future Volume (vph)2 2372 120 129 2156 9 148 4 141 99 36 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s)4.0 15.0 15.0 4.0 15.0 15.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)11.0 29.0 29.0 11.5 28.0 28.0 53.0 53.0 53.0 49.5 49.5 Total Split (s)11.0 61.0 61.0 16.0 66.0 66.0 53.0 53.0 53.0 53.0 53.0 Total Split (%)8.5% 46.9% 46.9% 12.3% 50.8% 50.8% 40.8% 40.8% 40.8% 40.8% 40.8% Yellow Time (s)4.5 5.5 5.5 5.5 5.5 5.5 3.0 3.0 3.0 3.5 3.5 All-Red Time (s)2.5 1.5 1.5 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)6.0 6.0 6.0 6.5 6.5 6.5 5.0 5.0 5.0 5.5 5.5 Lead/Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Act Effct Green (s)5.0 78.5 78.5 9.5 91.8 91.8 24.5 24.5 24.5 24.0 24.0 Actuated g/C Ratio 0.04 0.60 0.60 0.07 0.71 0.71 0.19 0.19 0.19 0.18 0.18 v/c Ratio 0.03 0.81 0.13 1.05 0.63 0.01 0.61 0.01 0.35 0.40 0.17 Control Delay (s/veh)61.0 24.1 3.3 149.0 14.0 0.0 56.7 35.3 6.9 48.2 27.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)61.0 24.1 3.3 149.0 14.0 0.0 56.7 35.3 6.9 48.2 27.9 LOS E C A F B A E D A D C Approach Delay (s/veh)23.1 21.6 32.5 40.8 Approach LOS C C C D Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 17 (13%), Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.05 Intersection Signal Delay (s/veh): 23.5 Intersection LOS: C Intersection Capacity Utilization 84.0%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 1: Lady Moon Dr/Technology Parkway & E Harmony Rd HCM 7th Signalized Intersection Summary 2024 Existing PM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)2 2372 120 129 2156 9 148 4 141 99 36 20 Future Volume (veh/h)2 2372 120 129 2156 9 148 4 141 99 36 20 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 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 2 2497 126 136 2269 0 156 4 148 104 38 21 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, %1 1 1 1 1 1 1 1 1 1 1 1 Cap, veh/h 18 2177 673 458 3439 265 346 292 281 208 115 Arrive On Green 0.01 0.42 0.42 0.25 0.67 0.00 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1795 5147 1590 1795 5147 1598 1351 1885 1592 1242 1134 626 Grp Volume(v), veh/h 2 2497 126 136 2269 0 156 4 148 104 0 59 Grp Sat Flow(s),veh/h/ln 1795 1716 1590 1795 1716 1598 1351 1885 1592 1242 0 1760 Q Serve(g_s), s 0.1 55.0 6.5 7.9 34.0 0.0 14.3 0.2 10.9 9.7 0.0 3.7 Cycle Q Clear(g_c), s 0.1 55.0 6.5 7.9 34.0 0.0 18.0 0.2 10.9 9.9 0.0 3.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.36 Lane Grp Cap(c), veh/h 18 2177 673 458 3439 265 346 292 281 0 323 V/C Ratio(X)0.11 1.15 0.19 0.30 0.66 0.59 0.01 0.51 0.37 0.00 0.18 Avail Cap(c_a), veh/h 69 2177 673 458 3439 516 696 588 507 0 643 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 63.8 37.5 23.5 39.0 12.8 0.0 52.5 43.4 47.8 47.5 0.0 45.0 Incr Delay (d2), s/veh 2.8 72.0 0.6 0.4 1.0 0.0 2.1 0.0 1.4 0.8 0.0 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.1 50.8 4.5 6.3 17.3 0.0 8.7 0.2 7.9 5.6 0.0 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 66.6 109.5 24.1 39.4 13.8 0.0 54.5 43.4 49.1 48.3 0.0 45.3 LnGrp LOS E F C D B D D D D D Approach Vol, veh/h 2625 2405 308 163 Approach Delay, s/veh 105.4 15.3 51.8 47.2 Approach LOS F B D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 39.6 61.0 29.4 7.3 93.4 29.4 Change Period (Y+Rc), s 7.5 7.0 6.5 7.0 7.5 * 6.5 Max Green Setting (Gmax), s 8.5 54.0 46.5 4.0 58.5 * 47 Max Q Clear Time (g_c+I1), s 9.9 57.0 11.9 2.1 36.0 20.0 Green Ext Time (p_c), s 0.0 0.0 0.7 0.0 17.0 1.0 Intersection Summary HCM 7th Control Delay, s/veh 61.2 HCM 7th LOS E Notes * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2024 Existing PM 2: Cinquefoil Ln & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 3 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 2581 31 0 2291 0 39 Future Vol, veh/h 2581 31 0 2291 0 39 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -425 ---0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, %1 1 1 1 3 3 Mvmt Flow 2746 33 0 2437 0 41 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 ---1373 Stage 1 ------ Stage 2 ------ Critical Hdwy -----7.16 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.93 Pot Cap-1 Maneuver --0 -0 *513 Stage 1 --0 -0 - Stage 2 --0 -0 - Platoon blocked, %---0 Mov Cap-1 Maneuver -----*513 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s/v 0 0 12.63 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)513 --- HCM Lane V/C Ratio 0.081 --- HCM Control Delay (s/veh)12.6 --- HCM Lane LOS B --- HCM 95th %tile Q(veh)0.3 --- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 2024 Existing PM 3: Lady Moon Dr & Le Fever Dr 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 4 Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 35 141 6 67 169 Future Vol, veh/h 3 35 141 6 67 169 Conflicting Peds, #/hr 0 0 0 7 7 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 60 0 --75 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, %0 0 3 3 0 0 Mvmt Flow 3 37 150 6 71 180 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 483 160 0 0 163 0 Stage 1 160 ----- Stage 2 322 ----- Critical Hdwy 6.4 6.2 --4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 --2.2 - Pot Cap-1 Maneuver 546 890 --1427 - Stage 1 873 ----- Stage 2 739 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 516 884 --1418 - Mov Cap-2 Maneuver 582 ----- Stage 1 868 ----- Stage 2 702 ----- Approach WB NB SB HCM Control Delay, s/v 9.41 0 2.18 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)--582 884 1418 - HCM Lane V/C Ratio --0.005 0.042 0.05 - HCM Control Delay (s/veh)--11.2 9.3 7.7 - HCM Lane LOS --B A A - HCM 95th %tile Q(veh)--0 0.1 0.2 - HCM 7th TWSC 2024 Existing PM 4: Cinquefoil Ln & Le Fever Dr 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 5 Intersection Int Delay, s/veh 3.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 9 18 16 22 29 0 Future Vol, veh/h 9 18 16 22 29 0 Conflicting Peds, #/hr 0 0 6 0 0 6 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 60 0 ---- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, %7 7 0 0 0 0 Mvmt Flow 11 22 20 27 36 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 108 42 42 0 -0 Stage 1 42 ----- Stage 2 67 ----- Critical Hdwy 6.47 6.27 4.1 --- Critical Hdwy Stg 1 5.47 ----- Critical Hdwy Stg 2 5.47 ----- Follow-up Hdwy 3.563 3.363 2.2 --- Pot Cap-1 Maneuver 877 1015 1580 --- Stage 1 968 ----- Stage 2 944 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 856 1009 1571 --- Mov Cap-2 Maneuver 856 ----- Stage 1 950 ----- Stage 2 938 ----- Approach EB NB SB HCM Control Delay, s/v 8.85 3.08 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1EBLn2 SBT SBR Capacity (veh/h)758 -856 1009 -- HCM Lane V/C Ratio 0.013 -0.013 0.022 -- HCM Control Delay (s/veh)7.3 0 9.3 8.6 -- HCM Lane LOS A A A A -- HCM 95th %tile Q(veh)0 -0 0.1 -- HCM 7th TWSC 2024 Existing PM 5: Cinquefoil Ln & Rock Creek Dr 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 6 Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 89 21 4 59 6 17 8 3 7 5 8 Future Vol, veh/h 10 89 21 4 59 6 17 8 3 7 5 8 Conflicting Peds, #/hr 0 0 10 10 0 0 8 0 3 3 0 8 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length --100 --70 --95 --80 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, %0 0 0 1 1 1 0 0 0 0 0 0 Mvmt Flow 10 92 22 4 61 6 18 8 3 7 5 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 67 0 0 123 0 0 202 198 105 189 213 69 Stage 1 ------122 122 -69 69 - Stage 2 ------80 75 -119 144 - Critical Hdwy 4.1 --4.11 --7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.1 5.5 -6.1 5.5 - Critical Hdwy Stg 2 ------6.1 5.5 -6.1 5.5 - Follow-up Hdwy 2.2 --2.209 --3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1547 --1470 --761 702 955 776 688 1000 Stage 1 ------887 798 -946 841 - Stage 2 ------934 836 -890 782 - Platoon blocked, %---- Mov Cap-1 Maneuver 1547 --1456 --728 688 943 755 675 992 Mov Cap-2 Maneuver ------728 688 -755 675 - Stage 1 ------872 785 -943 839 - Stage 2 ------911 834 -869 769 - Approach EB WB NB SB HCM Control Delay, s/v 0.61 0.43 10.07 9.52 HCM LOS B A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1SBLn2 Capacity (veh/h)715 943 182 --114 --719 992 HCM Lane V/C Ratio 0.036 0.003 0.007 --0.003 --0.017 0.008 HCM Control Delay (s/veh)10.2 8.8 7.3 0 -7.5 0 -10.1 8.7 HCM Lane LOS B A A A -A A -B A HCM 95th %tile Q(veh)0.1 0 0 --0 --0.1 0 Timings 2028 Background AM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)5 1411 83 121 2775 89 177 24 59 6 1 Future Volume (vph)5 1411 83 121 2775 89 177 24 59 6 1 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s)4.0 15.0 15.0 4.0 15.0 15.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)11.0 29.0 29.0 11.5 28.0 28.0 53.0 53.0 53.0 49.5 49.5 Total Split (s)11.0 44.0 44.0 13.0 46.0 46.0 53.0 53.0 53.0 53.0 53.0 Total Split (%)10.0% 40.0% 40.0% 11.8% 41.8% 41.8% 48.2% 48.2% 48.2% 48.2% 48.2% Yellow Time (s)4.5 5.5 5.5 5.5 5.5 5.5 3.0 3.0 3.0 3.5 3.5 All-Red Time (s)2.5 1.5 1.5 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)6.0 6.0 6.0 6.5 6.5 6.5 5.0 5.0 5.0 5.5 5.5 Lead/Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Act Effct Green (s)5.0 61.3 61.3 6.5 71.6 71.6 24.7 24.7 24.7 24.2 24.2 Actuated g/C Ratio 0.05 0.56 0.56 0.06 0.65 0.65 0.22 0.22 0.22 0.22 0.22 v/c Ratio 0.06 0.55 0.10 1.28 0.92 0.09 0.61 0.06 0.13 0.03 0.01 Control Delay (s/veh)52.0 18.5 3.0 223.0 24.5 3.4 44.7 28.6 0.5 26.8 18.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)52.0 18.5 3.0 223.0 24.5 3.4 44.7 28.6 0.5 26.8 18.0 LOS D B A F C A D C A C B Approach Delay (s/veh)17.7 31.9 33.2 23.6 Approach LOS B C C C Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 4 (4%), Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.28 Intersection Signal Delay (s/veh): 27.5 Intersection LOS: C Intersection Capacity Utilization 88.0%ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 1: Lady Moon Dr/Technology Parkway & E Harmony Rd HCM 7th Signalized Intersection Summary 2028 Background AM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)5 1411 83 121 2775 89 177 24 59 6 1 3 Future Volume (veh/h)5 1411 83 121 2775 89 177 24 59 6 1 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1885 1885 1885 1455 1455 1455 Adj Flow Rate, veh/h 5 1551 91 133 3049 0 195 26 65 7 1 3 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, %2 2 2 2 2 2 1 1 1 30 30 30 Cap, veh/h 25 1764 548 571 3329 304 321 267 227 55 164 Arrive On Green 0.01 0.35 0.35 0.32 0.65 0.00 0.17 0.17 0.17 0.17 0.17 0.16 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 1424 1885 1566 1016 321 962 Grp Volume(v), veh/h 5 1551 91 133 3049 0 195 26 65 7 0 4 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1424 1885 1566 1016 0 1282 Q Serve(g_s), s 0.3 31.4 4.4 6.0 56.8 0.0 14.5 1.3 4.0 0.6 0.0 0.3 Cycle Q Clear(g_c), s 0.3 31.4 4.4 6.0 56.8 0.0 14.8 1.3 4.0 1.9 0.0 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.75 Lane Grp Cap(c), veh/h 25 1764 548 571 3329 304 321 267 227 0 218 V/C Ratio(X)0.20 0.88 0.17 0.23 0.92 0.64 0.08 0.24 0.03 0.00 0.02 Avail Cap(c_a), veh/h 81 1764 548 571 3329 683 823 683 492 0 554 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.6 33.8 25.0 27.4 16.5 0.0 44.2 38.4 39.5 39.2 0.0 38.3 Incr Delay (d2), s/veh 3.7 6.6 0.7 0.2 5.2 0.0 2.3 0.1 0.5 0.1 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.3 19.3 3.0 4.5 26.6 0.0 9.1 1.1 2.8 0.3 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 57.3 40.5 25.7 27.6 21.7 0.0 46.4 38.5 40.0 39.3 0.0 38.3 LnGrp LOS E D C C C D D D D D Approach Vol, veh/h 1647 3182 286 11 Approach Delay, s/veh 39.7 22.0 44.2 38.9 Approach LOS D C D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 41.8 44.0 24.2 7.6 78.2 24.2 Change Period (Y+Rc), s 7.5 7.0 6.5 7.0 7.5 * 6.5 Max Green Setting (Gmax), s 5.5 37.0 46.5 4.0 38.5 * 47 Max Q Clear Time (g_c+I1), s 8.0 33.4 3.9 2.3 58.8 16.8 Green Ext Time (p_c), s 0.0 2.8 0.0 0.0 0.0 0.9 Intersection Summary HCM 7th Control Delay, s/veh 28.9 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. HCM 7th Signalized Intersection Summary 2028 Background AM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 3 Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2028 Background AM 2: Cinquefoil Ln & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 4 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1453 7 0 2957 0 51 Future Vol, veh/h 1453 7 0 2957 0 51 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -425 ---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 2 2 0 0 Mvmt Flow 1562 8 0 3180 0 55 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 ---781 Stage 1 ------ Stage 2 ------ Critical Hdwy -----7.1 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.9 Pot Cap-1 Maneuver --0 -0 *698 Stage 1 --0 -0 - Stage 2 --0 -0 - Platoon blocked, %---0 Mov Cap-1 Maneuver -----*698 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s/v 0 0 10.6 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)698 --- HCM Lane V/C Ratio 0.079 --- HCM Control Delay (s/veh)10.6 --- HCM Lane LOS B --- HCM 95th %tile Q(veh)0.3 --- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 2028 Background AM 3: Lady Moon Dr & Le Fever Dr 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 5 Intersection Int Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 2 44 166 1 17 140 Future Vol, veh/h 2 44 166 1 17 140 Conflicting Peds, #/hr 0 0 0 4 4 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 60 0 --75 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, %7 7 3 3 3 3 Mvmt Flow 3 56 210 1 22 177 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 435 215 0 0 215 0 Stage 1 215 ----- Stage 2 220 ----- Critical Hdwy 6.47 6.27 --4.13 - Critical Hdwy Stg 1 5.47 ----- Critical Hdwy Stg 2 5.47 ----- Follow-up Hdwy 3.563 3.363 --2.227 - Pot Cap-1 Maneuver 569 813 --1349 - Stage 1 809 ----- Stage 2 805 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 558 810 --1343 - Mov Cap-2 Maneuver 619 ----- Stage 1 806 ----- Stage 2 792 ----- Approach WB NB SB HCM Control Delay, s/v 9.82 0 0.84 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)--619 810 1343 - HCM Lane V/C Ratio --0.004 0.069 0.016 - HCM Control Delay (s/veh)--10.8 9.8 7.7 - HCM Lane LOS --B A A - HCM 95th %tile Q(veh)--0 0.2 0 - HCM 7th TWSC 2028 Background AM 4: Cinquefoil Ln & Le Fever Dr 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 6 Intersection Int Delay, s/veh 3.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 16 2 26 41 8 1 Future Vol, veh/h 16 2 26 41 8 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 60 0 ---- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %0 0 0 0 11 11 Mvmt Flow 20 3 33 51 10 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 127 11 11 0 -0 Stage 1 11 ----- Stage 2 116 ----- Critical Hdwy 6.4 6.2 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 --- Pot Cap-1 Maneuver 873 1076 1621 --- Stage 1 1018 ----- Stage 2 914 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 855 1076 1621 --- Mov Cap-2 Maneuver 855 ----- Stage 1 997 ----- Stage 2 914 ----- Approach EB NB SB HCM Control Delay, s/v 9.21 2.82 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1EBLn2 SBT SBR Capacity (veh/h)699 -855 1076 -- HCM Lane V/C Ratio 0.02 -0.023 0.002 -- HCM Control Delay (s/veh)7.3 0 9.3 8.4 -- HCM Lane LOS A A A A -- HCM 95th %tile Q(veh)0.1 -0.1 0 -- HCM 7th TWSC 2028 Background AM 5: Cinquefoil Ln & Rock Creek Dr 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 7 Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 35 10 8 105 7 27 15 12 2 10 5 Future Vol, veh/h 8 35 10 8 105 7 27 15 12 2 10 5 Conflicting Peds, #/hr 0 0 0 0 0 0 6 0 3 3 0 6 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length --100 --70 --95 --80 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, %0 0 0 3 3 3 0 0 0 0 0 0 Mvmt Flow 9 41 12 9 122 8 31 17 14 2 12 6 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 130 0 0 52 0 0 212 208 44 212 212 128 Stage 1 ------59 59 -141 141 - Stage 2 ------153 149 -71 71 - Critical Hdwy 4.1 --4.13 --7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.1 5.5 -6.1 5.5 - Critical Hdwy Stg 2 ------6.1 5.5 -6.1 5.5 - Follow-up Hdwy 2.2 --2.227 --3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1468 --1547 --749 692 1032 750 689 927 Stage 1 ------957 849 -867 784 - Stage 2 ------855 778 -944 840 - Platoon blocked, %---- Mov Cap-1 Maneuver 1468 --1547 --719 683 1029 709 680 922 Mov Cap-2 Maneuver ------719 683 -709 680 - Stage 1 ------951 844 -861 779 - Stage 2 ------826 773 -903 834 - Approach EB WB NB SB HCM Control Delay, s/v 1.13 0.49 10.05 9.94 HCM LOS B A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1SBLn2 Capacity (veh/h)706 1029 335 --127 --685 922 HCM Lane V/C Ratio 0.069 0.014 0.006 --0.006 --0.02 0.006 HCM Control Delay (s/veh)10.5 8.5 7.5 0 -7.3 0 -10.4 8.9 HCM Lane LOS B A A A -A A -B A HCM 95th %tile Q(veh)0.2 0 0 --0 --0.1 0 Timings 2028 Background PM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)2 2483 126 135 2257 9 155 4 148 104 38 Future Volume (vph)2 2483 126 135 2257 9 155 4 148 104 38 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s)4.0 15.0 15.0 4.0 15.0 15.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)11.0 29.0 29.0 11.5 28.0 28.0 53.0 53.0 53.0 49.5 49.5 Total Split (s)11.0 61.0 61.0 16.0 66.0 66.0 53.0 53.0 53.0 53.0 53.0 Total Split (%)8.5% 46.9% 46.9% 12.3% 50.8% 50.8% 40.8% 40.8% 40.8% 40.8% 40.8% Yellow Time (s)4.5 5.5 5.5 5.5 5.5 5.5 3.0 3.0 3.0 3.5 3.5 All-Red Time (s)2.5 1.5 1.5 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)6.0 6.0 6.0 6.5 6.5 6.5 5.0 5.0 5.0 5.5 5.5 Lead/Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 17 (13%), Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 145 Control Type: Actuated-Coordinated Splits and Phases: 1: Lady Moon Dr/Technology Parkway & E Harmony Rd HCM 7th Signalized Intersection Summary 2028 Background PM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)2 2483 126 135 2257 9 155 4 148 104 38 21 Future Volume (veh/h)2 2483 126 135 2257 9 155 4 148 104 38 21 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 2 2614 133 142 2376 0 163 4 156 109 40 22 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, %1 1 1 1 1 1 1 1 1 1 1 1 Cap, veh/h 18 2177 673 446 3406 271 358 302 287 216 119 Arrive On Green 0.01 0.42 0.42 0.25 0.66 0.00 0.19 0.19 0.19 0.19 0.19 0.18 Sat Flow, veh/h 1795 5147 1590 1795 5147 1598 1347 1885 1589 1231 1136 625 Grp Volume(v), veh/h 2 2614 133 142 2376 0 163 4 156 109 0 62 Grp Sat Flow(s),veh/h/ln 1795 1716 1590 1795 1716 1598 1347 1885 1589 1231 0 1760 Q Serve(g_s), s 0.1 55.0 6.8 8.4 37.7 0.0 15.0 0.2 11.5 10.3 0.0 3.9 Cycle Q Clear(g_c), s 0.1 55.0 6.8 8.4 37.7 0.0 18.9 0.2 11.5 10.5 0.0 3.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.35 Lane Grp Cap(c), veh/h 18 2177 673 446 3406 271 358 302 287 0 334 V/C Ratio(X)0.11 1.20 0.20 0.32 0.70 0.60 0.01 0.52 0.38 0.00 0.19 Avail Cap(c_a), veh/h 69 2177 673 446 3406 513 696 587 503 0 643 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 63.8 37.5 23.6 39.9 13.8 0.0 52.1 42.7 47.3 47.0 0.0 44.4 Incr Delay (d2), s/veh 2.8 94.9 0.7 0.4 1.2 0.0 2.1 0.0 1.4 0.8 0.0 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.1 58.2 4.7 6.6 19.0 0.0 9.0 0.2 8.2 5.9 0.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 66.6 132.4 24.3 40.3 15.0 0.0 54.3 42.8 48.7 47.8 0.0 44.6 LnGrp LOS E F C D B D D D D D Approach Vol, veh/h 2749 2518 323 171 Approach Delay, s/veh 127.2 16.4 51.4 46.7 Approach LOS F B D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 38.8 61.0 30.2 7.3 92.5 30.2 Change Period (Y+Rc), s 7.5 7.0 6.5 7.0 7.5 * 6.5 Max Green Setting (Gmax), s 8.5 54.0 46.5 4.0 58.5 * 47 Max Q Clear Time (g_c+I1), s 10.4 57.0 12.5 2.1 39.7 20.9 Green Ext Time (p_c), s 0.0 0.0 0.8 0.0 15.2 1.0 Intersection Summary HCM 7th Control Delay, s/veh 72.1 HCM 7th LOS E Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 2028 Background PM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 3 Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2028 Background PM 2: Cinquefoil Ln & E Harmony Rd 01/31/2025 Synchro 12 Report Page 4 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 2702 32 0 2398 0 41 Future Vol, veh/h 2702 32 0 2398 0 41 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -425 ---0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, %1 1 1 1 3 3 Mvmt Flow 2874 34 0 2551 0 44 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 ---1437 Stage 1 ------ Stage 2 ------ Critical Hdwy -----7.16 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.93 Pot Cap-1 Maneuver --0 -0 *500 Stage 1 --0 -0 - Stage 2 --0 -0 - Platoon blocked, %---0 Mov Cap-1 Maneuver -----*500 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s/v 0 0 12.89 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)500 --- HCM Lane V/C Ratio 0.087 --- HCM Control Delay (s/veh)12.9 --- HCM Lane LOS B --- HCM 95th %tile Q(veh)0.3 --- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 2028 Background PM 3: Lady Moon Dr & Le Fever Dr 01/31/2025 Synchro 12 Report Page 5 Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 37 148 6 70 177 Future Vol, veh/h 3 37 148 6 70 177 Conflicting Peds, #/hr 0 0 0 7 7 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 60 0 --75 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, %0 0 3 3 0 0 Mvmt Flow 3 39 157 6 74 188 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 505 168 0 0 171 0 Stage 1 168 ----- Stage 2 337 ----- Critical Hdwy 6.4 6.2 --4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 --2.2 - Pot Cap-1 Maneuver 530 882 --1419 - Stage 1 867 ----- Stage 2 727 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 499 876 --1409 - Mov Cap-2 Maneuver 569 ----- Stage 1 861 ----- Stage 2 689 ----- Approach WB NB SB HCM Control Delay, s/v 9.46 0 2.18 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)--569 876 1409 - HCM Lane V/C Ratio --0.006 0.045 0.053 - HCM Control Delay (s/veh)--11.4 9.3 7.7 - HCM Lane LOS --B A A - HCM 95th %tile Q(veh)--0 0.1 0.2 - HCM 7th TWSC 2028 Background PM 4: Cinquefoil Ln & Le Fever Dr 01/31/2025 Synchro 12 Report Page 6 Intersection Int Delay, s/veh 3.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 9 19 17 23 30 0 Future Vol, veh/h 9 19 17 23 30 0 Conflicting Peds, #/hr 0 0 6 0 0 6 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 60 0 ---- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, %7 7 0 0 0 0 Mvmt Flow 11 23 21 28 37 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 113 43 43 0 -0 Stage 1 43 ----- Stage 2 70 ----- Critical Hdwy 6.47 6.27 4.1 --- Critical Hdwy Stg 1 5.47 ----- Critical Hdwy Stg 2 5.47 ----- Follow-up Hdwy 3.563 3.363 2.2 --- Pot Cap-1 Maneuver 871 1013 1579 --- Stage 1 967 ----- Stage 2 940 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 850 1007 1570 --- Mov Cap-2 Maneuver 850 ----- Stage 1 948 ----- Stage 2 935 ----- Approach EB NB SB HCM Control Delay, s/v 8.86 3.11 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1EBLn2 SBT SBR Capacity (veh/h)765 -850 1007 -- HCM Lane V/C Ratio 0.013 -0.013 0.023 -- HCM Control Delay (s/veh)7.3 0 9.3 8.7 -- HCM Lane LOS A A A A -- HCM 95th %tile Q(veh)0 -0 0.1 -- HCM 7th TWSC 2028 Background PM 5: Cinquefoil Ln & Rock Creek Dr 01/31/2025 Synchro 12 Report Page 7 Intersection Int Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 93 22 4 62 6 18 8 3 7 5 8 Future Vol, veh/h 10 93 22 4 62 6 18 8 3 7 5 8 Conflicting Peds, #/hr 0 0 10 10 0 0 8 0 3 3 0 8 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length --100 --70 --95 --80 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, %0 0 0 1 1 1 0 0 0 0 0 0 Mvmt Flow 10 96 23 4 64 6 19 8 3 7 5 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 70 0 0 129 0 0 209 205 109 196 221 72 Stage 1 ------126 126 -72 72 - Stage 2 ------83 78 -124 149 - Critical Hdwy 4.1 --4.11 --7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.1 5.5 -6.1 5.5 - Critical Hdwy Stg 2 ------6.1 5.5 -6.1 5.5 - Follow-up Hdwy 2.2 --2.209 --3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1543 --1463 --752 695 950 768 681 996 Stage 1 ------882 795 -942 839 - Stage 2 ------930 834 -885 778 - Platoon blocked, %---- Mov Cap-1 Maneuver 1543 --1450 --720 682 939 746 667 988 Mov Cap-2 Maneuver ------720 682 -746 667 - Stage 1 ------868 782 -940 836 - Stage 2 ------907 831 -864 765 - Approach EB WB NB SB HCM Control Delay, s/v 0.59 0.42 10.14 9.56 HCM LOS B A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1SBLn2 Capacity (veh/h)708 939 175 --109 --711 988 HCM Lane V/C Ratio 0.038 0.003 0.007 --0.003 --0.017 0.008 HCM Control Delay (s/veh)10.3 8.8 7.3 0 -7.5 0 -10.2 8.7 HCM Lane LOS B A A A -A A -B A HCM 95th %tile Q(veh)0.1 0 0 --0 --0.1 0 Timings 2028 Background with Project AM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)5 1419 87 126 2775 89 192 24 59 6 1 Future Volume (vph)5 1419 87 126 2775 89 192 24 59 6 1 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s)4.0 15.0 15.0 4.0 15.0 15.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)11.0 29.0 29.0 11.5 28.0 28.0 53.0 53.0 53.0 49.5 49.5 Total Split (s)11.0 44.0 44.0 13.0 46.0 46.0 53.0 53.0 53.0 53.0 53.0 Total Split (%)10.0% 40.0% 40.0% 11.8% 41.8% 41.8% 48.2% 48.2% 48.2% 48.2% 48.2% Yellow Time (s)4.5 5.5 5.5 5.5 5.5 5.5 3.0 3.0 3.0 3.5 3.5 All-Red Time (s)2.5 1.5 1.5 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)6.0 6.0 6.0 6.5 6.5 6.5 5.0 5.0 5.0 5.5 5.5 Lead/Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 4 (4%), Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 145 Control Type: Actuated-Coordinated Splits and Phases: 1: Lady Moon Dr/Technology Parkway & E Harmony Rd HCM 7th Signalized Intersection Summary 2028 Background with Project AM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)5 1419 87 126 2775 89 192 24 59 6 1 3 Future Volume (veh/h)5 1419 87 126 2775 89 192 24 59 6 1 3 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1885 1885 1885 1455 1455 1455 Adj Flow Rate, veh/h 5 1559 96 138 3049 0 211 26 65 7 1 3 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, %2 2 2 2 2 2 1 1 1 30 30 30 Cap, veh/h 25 1764 548 551 3272 320 342 284 238 58 174 Arrive On Green 0.00 0.11 0.11 0.31 0.64 0.00 0.18 0.18 0.18 0.18 0.18 0.17 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 1424 1885 1567 1016 321 962 Grp Volume(v), veh/h 5 1559 96 138 3049 0 211 26 65 7 0 4 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1424 1885 1567 1016 0 1282 Q Serve(g_s), s 0.3 33.1 6.0 6.4 58.6 0.0 15.7 1.3 3.9 0.6 0.0 0.3 Cycle Q Clear(g_c), s 0.3 33.1 6.0 6.4 58.6 0.0 16.0 1.3 3.9 1.9 0.0 0.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.75 Lane Grp Cap(c), veh/h 25 1764 548 551 3272 320 342 284 238 0 233 V/C Ratio(X)0.20 0.88 0.18 0.25 0.93 0.66 0.08 0.23 0.03 0.00 0.02 Avail Cap(c_a), veh/h 81 1764 548 551 3272 683 823 684 492 0 554 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)1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.1 46.6 34.6 28.4 17.6 0.0 43.5 37.4 38.5 38.2 0.0 37.3 Incr Delay (d2), s/veh 3.7 6.9 0.7 0.2 6.3 0.0 2.3 0.1 0.4 0.0 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.3 22.7 4.4 4.8 28.1 0.0 9.6 1.1 2.8 0.3 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 57.8 53.4 35.3 28.7 23.9 0.0 45.9 37.5 38.9 38.2 0.0 37.3 LnGrp LOS E D D C C D D D D D Approach Vol, veh/h 1660 3187 302 11 Approach Delay, s/veh 52.4 24.1 43.6 37.9 Approach LOS D C D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 40.5 44.0 25.5 7.6 77.0 25.5 Change Period (Y+Rc), s 7.5 7.0 6.5 7.0 7.5 * 6.5 Max Green Setting (Gmax), s 5.5 37.0 46.5 4.0 38.5 * 47 Max Q Clear Time (g_c+I1), s 8.4 35.1 3.9 2.3 60.6 18.0 Green Ext Time (p_c), s 0.0 1.6 0.0 0.0 0.0 1.0 Intersection Summary HCM 7th Control Delay, s/veh 34.4 HCM 7th LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 2028 Background with Project AM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 3 Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2028 Background with Project AM 2: Cinquefoil Ln & E Harmony Rd 01/31/2025 Synchro 12 Report Page 4 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1453 15 0 2962 0 57 Future Vol, veh/h 1453 15 0 2962 0 57 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -425 ---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 2 2 0 0 Mvmt Flow 1562 16 0 3185 0 61 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 ---781 Stage 1 ------ Stage 2 ------ Critical Hdwy -----7.1 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.9 Pot Cap-1 Maneuver --0 -0 *698 Stage 1 --0 -0 - Stage 2 --0 -0 - Platoon blocked, %---0 Mov Cap-1 Maneuver -----*698 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s/v 0 0 10.66 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)698 --- HCM Lane V/C Ratio 0.088 --- HCM Control Delay (s/veh)10.7 --- HCM Lane LOS B --- HCM 95th %tile Q(veh)0.3 --- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 2028 Background with Project AM 3: Lady Moon Dr & Le Fever Dr 01/31/2025 Synchro 12 Report Page 5 Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 59 166 2 26 140 Future Vol, veh/h 3 59 166 2 26 140 Conflicting Peds, #/hr 0 0 0 4 4 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 60 0 --75 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, %7 7 3 3 3 3 Mvmt Flow 4 75 210 3 33 177 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 458 215 0 0 217 0 Stage 1 215 ----- Stage 2 243 ----- Critical Hdwy 6.47 6.27 --4.13 - Critical Hdwy Stg 1 5.47 ----- Critical Hdwy Stg 2 5.47 ----- Follow-up Hdwy 3.563 3.363 --2.227 - Pot Cap-1 Maneuver 551 812 --1347 - Stage 1 809 ----- Stage 2 786 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 536 809 --1342 - Mov Cap-2 Maneuver 603 ----- Stage 1 806 ----- Stage 2 766 ----- Approach WB NB SB HCM Control Delay, s/v 9.96 0 1.21 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)--603 809 1342 - HCM Lane V/C Ratio --0.006 0.092 0.025 - HCM Control Delay (s/veh)--11 9.9 7.7 - HCM Lane LOS --B A A - HCM 95th %tile Q(veh)--0 0.3 0.1 - HCM 7th TWSC 2028 Background with Project AM 4: Cinquefoil Ln & Le Fever Dr 01/31/2025 Synchro 12 Report Page 6 Intersection Int Delay, s/veh 5.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 3 2 5 13 12 19 31 1 1 10 11 Future Vol, veh/h 23 3 2 5 13 12 19 31 1 1 10 11 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length 60 --60 -----100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 80 92 80 92 92 92 80 80 92 92 80 80 Heavy Vehicles, %0 2 0 2 2 2 0 0 2 2 11 11 Mvmt Flow 29 3 3 5 14 13 24 39 1 1 13 14 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 115 109 19 103 115 39 26 0 0 40 0 0 Stage 1 22 22 -87 87 ------- Stage 2 93 87 -16 28 ------- Critical Hdwy 7.1 6.52 6.2 7.12 6.52 6.22 4.1 --4.12 -- Critical Hdwy Stg 1 6.1 5.52 -6.12 5.52 ------- Critical Hdwy Stg 2 6.1 5.52 -6.12 5.52 ------- Follow-up Hdwy 3.5 4.018 3.3 3.518 4.018 3.318 2.2 --2.218 -- Pot Cap-1 Maneuver 867 781 1065 877 775 1032 1601 --1570 -- Stage 1 1002 877 -921 823 ------- Stage 2 919 822 -1003 871 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 827 769 1065 858 763 1032 1601 --1570 -- Mov Cap-2 Maneuver 827 769 -858 763 ------- Stage 1 1001 877 -907 810 ------- Stage 2 878 810 -997 871 ------- Approach EB WB NB SB HCM Control Delay, s/v 9.45 9.25 2.72 0.29 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)669 --827 874 858 872 1570 -- HCM Lane V/C Ratio 0.015 --0.035 0.007 0.006 0.031 0.001 -- HCM Control Delay (s/veh)7.3 0 -9.5 9.1 9.2 9.3 7.3 -- HCM Lane LOS A A -A A A A A -- HCM 95th %tile Q(veh)0 --0.1 0 0 0.1 0 -- HCM 7th TWSC 2028 Background with Project AM 5: Cinquefoil Ln & Rock Creek Dr 01/31/2025 Synchro 12 Report Page 7 Intersection Int Delay, s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 35 10 8 105 7 27 15 12 2 10 8 Future Vol, veh/h 10 35 10 8 105 7 27 15 12 2 10 8 Conflicting Peds, #/hr 0 0 0 0 0 0 6 0 3 3 0 6 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length --100 --70 --95 --80 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, %0 0 0 3 3 3 0 0 0 0 0 0 Mvmt Flow 12 41 12 9 122 8 31 17 14 2 12 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 130 0 0 52 0 0 216 213 44 216 216 128 Stage 1 ------64 64 -141 141 - Stage 2 ------153 149 -76 76 - Critical Hdwy 4.1 --4.13 --7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.1 5.5 -6.1 5.5 - Critical Hdwy Stg 2 ------6.1 5.5 -6.1 5.5 - Follow-up Hdwy 2.2 --2.227 --3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1468 --1547 --744 688 1032 744 685 927 Stage 1 ------952 846 -867 784 - Stage 2 ------855 778 -938 836 - Platoon blocked, %---- Mov Cap-1 Maneuver 1468 --1547 --710 678 1029 703 675 922 Mov Cap-2 Maneuver ------710 678 -703 675 - Stage 1 ------944 839 -861 779 - Stage 2 ------823 773 -897 829 - Approach EB WB NB SB HCM Control Delay, s/v 1.36 0.49 10.1 9.82 HCM LOS B A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1SBLn2 Capacity (veh/h)698 1029 400 --127 --680 922 HCM Lane V/C Ratio 0.07 0.014 0.008 --0.006 --0.021 0.01 HCM Control Delay (s/veh)10.5 8.5 7.5 0 -7.3 0 -10.4 8.9 HCM Lane LOS B A A A -A A -B A HCM 95th %tile Q(veh)0.2 0 0 --0 --0.1 0 HCM 7th TWSC 2028 Background with Project AM 6: Cinquefoil Ln & North Site Access 01/31/2025 Synchro 12 Report Page 8 Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 6 4 59 5 6 11 Future Vol, veh/h 6 4 59 5 6 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ---100 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 7 4 64 5 7 12 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 92 67 0 0 70 0 Stage 1 67 ----- Stage 2 25 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 908 997 --1531 - Stage 1 956 ----- Stage 2 998 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 904 997 --1531 - Mov Cap-2 Maneuver 855 ----- Stage 1 956 ----- Stage 2 993 ----- Approach WB NB SB HCM Control Delay, s/v 9.02 0 2.6 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--907 1531 - HCM Lane V/C Ratio --0.012 0.004 - HCM Control Delay (s/veh)--9 7.4 - HCM Lane LOS --A A - HCM 95th %tile Q(veh)--0 0 - HCM 7th TWSC 2028 Background with Project AM 7: Cinquefoil Ln & Main Access 01/31/2025 Synchro 12 Report Page 9 Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 6 1 63 3 1 16 Future Vol, veh/h 6 1 63 3 1 16 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ---100 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 7 1 68 3 1 17 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 90 70 0 0 72 0 Stage 1 70 ----- Stage 2 20 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 911 993 --1528 - Stage 1 953 ----- Stage 2 1003 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 910 993 --1528 - Mov Cap-2 Maneuver 857 ----- Stage 1 953 ----- Stage 2 1002 ----- Approach WB NB SB HCM Control Delay, s/v 9.15 0 0.43 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--874 1528 - HCM Lane V/C Ratio --0.009 0.001 - HCM Control Delay (s/veh)--9.2 7.4 - HCM Lane LOS --A A - HCM 95th %tile Q(veh)--0 0 - HCM 7th TWSC 2028 Background with Project AM 8: Brookfield Dr/South Site Access & Le Fever Dr 01/31/2025 Synchro 12 Report Page 10 Intersection Int Delay, s/veh 5.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 3 3 1 9 1 9 1 1 1 2 8 Future Vol, veh/h 5 3 3 1 9 1 9 1 1 1 2 8 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 3 3 1 10 1 10 1 1 1 2 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 11 0 0 7 0 0 29 29 5 27 30 10 Stage 1 ------16 16 -12 12 - Stage 2 ------13 13 -15 17 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1608 --1614 --980 864 1078 983 863 1071 Stage 1 ------1004 882 -1008 885 - Stage 2 ------1007 885 -1005 881 - Platoon blocked, %---- Mov Cap-1 Maneuver 1608 --1614 --966 861 1078 976 859 1071 Mov Cap-2 Maneuver ------966 861 -976 859 - Stage 1 ------1001 879 -1007 885 - Stage 2 ------996 884 -1000 878 - Approach EB WB NB SB HCM Control Delay, s/v 3.29 0.66 8.78 8.58 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)964 744 --160 --1016 HCM Lane V/C Ratio 0.012 0.003 --0.001 --0.012 HCM Control Delay (s/veh)8.8 7.2 0 -7.2 0 -8.6 HCM Lane LOS A A A -A A -A HCM 95th %tile Q(veh)0 0 --0 --0 Timings 2028 Background with Project PM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)2 2494 132 143 2257 9 172 4 148 104 38 Future Volume (vph)2 2494 132 143 2257 9 172 4 148 104 38 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s)4.0 15.0 15.0 4.0 15.0 15.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)11.0 29.0 29.0 11.5 28.0 28.0 53.0 53.0 53.0 49.5 49.5 Total Split (s)11.0 66.0 66.0 14.0 69.0 69.0 50.0 50.0 50.0 50.0 50.0 Total Split (%)8.5% 50.8% 50.8% 10.8% 53.1% 53.1% 38.5% 38.5% 38.5% 38.5% 38.5% Yellow Time (s)4.5 5.5 5.5 5.5 5.5 5.5 3.0 3.0 3.0 3.5 3.5 All-Red Time (s)2.5 1.5 1.5 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)6.0 6.0 6.0 6.5 6.5 6.5 5.0 5.0 5.0 5.5 5.5 Lead/Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 17 (13%), Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 145 Control Type: Actuated-Coordinated Splits and Phases: 1: Lady Moon Dr/Technology Parkway & E Harmony Rd HCM 7th Signalized Intersection Summary 2028 Background with Project PM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)2 2494 132 143 2257 9 172 4 148 104 38 21 Future Volume (veh/h)2 2494 132 143 2257 9 172 4 148 104 38 21 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 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 2 2625 139 151 2376 0 181 4 156 109 40 22 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, %1 1 1 1 1 1 1 1 1 1 1 1 Cap, veh/h 18 2375 734 359 3353 286 378 319 300 227 125 Arrive On Green 0.01 0.46 0.46 0.20 0.65 0.00 0.20 0.20 0.20 0.20 0.20 0.19 Sat Flow, veh/h 1795 5147 1591 1795 5147 1598 1347 1885 1593 1233 1136 625 Grp Volume(v), veh/h 2 2625 139 151 2376 0 181 4 156 109 0 62 Grp Sat Flow(s),veh/h/ln 1795 1716 1591 1795 1716 1598 1347 1885 1593 1233 0 1761 Q Serve(g_s), s 0.1 60.0 6.7 9.6 38.9 0.0 16.7 0.2 11.3 10.1 0.0 3.8 Cycle Q Clear(g_c), s 0.1 60.0 6.7 9.6 38.9 0.0 20.5 0.2 11.3 10.3 0.0 3.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.35 Lane Grp Cap(c), veh/h 18 2375 734 359 3353 286 378 319 300 0 353 V/C Ratio(X)0.11 1.11 0.19 0.42 0.71 0.63 0.01 0.49 0.36 0.00 0.18 Avail Cap(c_a), veh/h 69 2375 734 359 3353 482 653 551 475 0 603 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 63.8 35.0 20.7 45.4 14.7 0.0 51.6 41.7 46.1 45.8 0.0 43.2 Incr Delay (d2), s/veh 2.8 54.2 0.6 0.8 1.3 0.0 2.3 0.0 1.2 0.7 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.1 48.5 4.6 7.6 19.8 0.0 9.8 0.2 8.1 5.8 0.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 66.6 89.2 21.2 46.2 16.0 0.0 53.9 41.7 47.2 46.5 0.0 43.5 LnGrp LOS E F C D B D D D D D Approach Vol, veh/h 2766 2527 341 171 Approach Delay, s/veh 85.8 17.8 50.7 45.4 Approach LOS F B D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 32.5 66.0 31.5 7.3 91.2 31.5 Change Period (Y+Rc), s 7.5 7.0 6.5 7.0 7.5 * 6.5 Max Green Setting (Gmax), s 6.5 59.0 43.5 4.0 61.5 * 44 Max Q Clear Time (g_c+I1), s 11.6 62.0 12.3 2.1 40.9 22.5 Green Ext Time (p_c), s 0.0 0.0 0.7 0.0 16.5 1.1 Intersection Summary HCM 7th Control Delay, s/veh 52.9 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 2028 Background with Project PM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 3 Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2028 Background with Project PM 2: Cinquefoil Ln & E Harmony Rd 01/31/2025 Synchro 12 Report Page 4 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 2702 43 0 2406 0 49 Future Vol, veh/h 2702 43 0 2406 0 49 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -425 ---0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, %1 1 1 1 3 3 Mvmt Flow 2874 46 0 2560 0 52 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 ---1437 Stage 1 ------ Stage 2 ------ Critical Hdwy -----7.16 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.93 Pot Cap-1 Maneuver --0 -0 *500 Stage 1 --0 -0 - Stage 2 --0 -0 - Platoon blocked, %---0 Mov Cap-1 Maneuver -----*500 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s/v 0 0 13.04 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)500 --- HCM Lane V/C Ratio 0.104 --- HCM Control Delay (s/veh)13 --- HCM Lane LOS B --- HCM 95th %tile Q(veh)0.3 --- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 2028 Background with Project PM 3: Lady Moon Dr & Le Fever Dr 01/31/2025 Synchro 12 Report Page 5 Intersection Int Delay, s/veh 2.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 4 54 148 8 83 177 Future Vol, veh/h 4 54 148 8 83 177 Conflicting Peds, #/hr 0 0 0 7 7 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 60 0 --75 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, %0 0 3 3 0 0 Mvmt Flow 4 57 157 9 88 188 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 534 169 0 0 173 0 Stage 1 169 ----- Stage 2 365 ----- Critical Hdwy 6.4 6.2 --4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 --2.2 - Pot Cap-1 Maneuver 511 881 --1416 - Stage 1 866 ----- Stage 2 707 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 475 875 --1407 - Mov Cap-2 Maneuver 549 ----- Stage 1 860 ----- Stage 2 662 ----- Approach WB NB SB HCM Control Delay, s/v 9.56 0 2.47 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)--549 875 1407 - HCM Lane V/C Ratio --0.008 0.066 0.063 - HCM Control Delay (s/veh)--11.6 9.4 7.7 - HCM Lane LOS --B A A - HCM 95th %tile Q(veh)--0 0.2 0.2 - HCM 7th TWSC 2028 Background with Project PM 4: Cinquefoil Ln & Le Fever Dr 01/31/2025 Synchro 12 Report Page 6 Intersection Int Delay, s/veh 5.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 11 13 1 10 7 14 20 1 11 23 12 Future Vol, veh/h 19 11 13 1 10 7 14 20 1 11 23 12 Conflicting Peds, #/hr 0 0 0 0 0 0 6 0 0 0 0 6 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length 60 --60 -----100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 81 92 81 92 92 92 81 81 92 92 81 81 Heavy Vehicles, %7 2 7 2 2 2 0 0 2 2 0 0 Mvmt Flow 23 12 16 1 11 8 17 25 1 12 28 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 130 126 42 118 133 25 49 0 0 26 0 0 Stage 1 66 66 -60 60 ------- Stage 2 65 60 -58 73 ------- Critical Hdwy 7.17 6.52 6.27 7.12 6.52 6.22 4.1 --4.12 -- Critical Hdwy Stg 1 6.17 5.52 -6.12 5.52 ------- Critical Hdwy Stg 2 6.17 5.52 -6.12 5.52 ------- Follow-up Hdwy 3.563 4.018 3.363 3.518 4.018 3.318 2.2 --2.218 -- Pot Cap-1 Maneuver 831 764 1015 858 758 1051 1571 --1588 -- Stage 1 932 840 -952 845 ------- Stage 2 934 845 -953 834 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 793 746 1009 815 739 1051 1562 --1588 -- Mov Cap-2 Maneuver 793 746 -815 739 ------- Stage 1 920 829 -941 836 ------- Stage 2 905 835 -918 823 ------- Approach EB WB NB SB HCM Control Delay, s/v 9.44 9.37 2.94 1.58 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)716 --793 877 815 842 1588 -- HCM Lane V/C Ratio 0.011 --0.03 0.032 0.001 0.022 0.008 -- HCM Control Delay (s/veh)7.3 0 -9.7 9.2 9.4 9.4 7.3 -- HCM Lane LOS A A -A A A A A -- HCM 95th %tile Q(veh)0 --0.1 0.1 0 0.1 0 -- HCM 7th TWSC 2028 Background with Project PM 5: Cinquefoil Ln & Rock Creek Dr 01/31/2025 Synchro 12 Report Page 7 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 93 22 4 62 6 18 8 3 7 5 11 Future Vol, veh/h 13 93 22 4 62 6 18 8 3 7 5 11 Conflicting Peds, #/hr 0 0 10 10 0 0 8 0 3 3 0 8 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length --100 --70 --95 --80 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, %0 0 0 1 1 1 0 0 0 0 0 0 Mvmt Flow 13 96 23 4 64 6 19 8 3 7 5 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 70 0 0 129 0 0 215 211 109 202 228 72 Stage 1 ------133 133 -72 72 - Stage 2 ------83 78 -130 155 - Critical Hdwy 4.1 --4.11 --7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.1 5.5 -6.1 5.5 - Critical Hdwy Stg 2 ------6.1 5.5 -6.1 5.5 - Follow-up Hdwy 2.2 --2.209 --3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1543 --1463 --745 690 950 761 675 996 Stage 1 ------876 790 -942 839 - Stage 2 ------930 834 -879 773 - Platoon blocked, %---- Mov Cap-1 Maneuver 1543 --1450 --710 675 939 738 661 988 Mov Cap-2 Maneuver ------710 675 -738 661 - Stage 1 ------859 776 -940 836 - Stage 2 ------904 831 -856 758 - Approach EB WB NB SB HCM Control Delay, s/v 0.75 0.42 10.2 9.48 HCM LOS B A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1SBLn2 Capacity (veh/h)699 939 221 --109 --704 988 HCM Lane V/C Ratio 0.038 0.003 0.009 --0.003 --0.018 0.011 HCM Control Delay (s/veh)10.4 8.8 7.4 0 -7.5 0 -10.2 8.7 HCM Lane LOS B A A A -A A -B A HCM 95th %tile Q(veh)0.1 0 0 --0 --0.1 0 HCM 7th TWSC 2028 Background with Project PM 6: Cinquefoil Ln & North Site Access 01/31/2025 Synchro 12 Report Page 8 Intersection Int Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 7 4 36 7 7 34 Future Vol, veh/h 7 4 36 7 7 34 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ---100 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 8 4 39 8 8 37 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 95 43 0 0 47 0 Stage 1 43 ----- Stage 2 52 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 904 1027 --1561 - Stage 1 980 ----- Stage 2 970 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 900 1027 --1561 - Mov Cap-2 Maneuver 854 ----- Stage 1 980 ----- Stage 2 966 ----- Approach WB NB SB HCM Control Delay, s/v 9.01 0 1.25 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--910 1561 - HCM Lane V/C Ratio --0.013 0.005 - HCM Control Delay (s/veh)--9 7.3 - HCM Lane LOS --A A - HCM 95th %tile Q(veh)--0 0 - HCM 7th TWSC 2028 Background with Project PM 7: Cinquefoil Ln & Main Access 01/31/2025 Synchro 12 Report Page 9 Intersection Int Delay, s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 7 2 41 5 2 39 Future Vol, veh/h 7 2 41 5 2 39 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ---100 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 8 2 45 5 2 42 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 94 47 0 0 50 0 Stage 1 47 ----- Stage 2 47 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 906 1022 --1557 - Stage 1 975 ----- Stage 2 976 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 904 1022 --1557 - Mov Cap-2 Maneuver 858 ----- Stage 1 975 ----- Stage 2 974 ----- Approach WB NB SB HCM Control Delay, s/v 9.09 0 0.36 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--889 1557 - HCM Lane V/C Ratio --0.011 0.001 - HCM Control Delay (s/veh)--9.1 7.3 - HCM Lane LOS --A A - HCM 95th %tile Q(veh)--0 0 - HCM 7th TWSC 2028 Background with Project PM 8: Brookfield Dr/South Site Access & Le Fever Dr 01/31/2025 Synchro 12 Report Page 10 Intersection Int Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 8 8 1 4 1 4 1 1 1 1 9 Future Vol, veh/h 8 8 8 1 4 1 4 1 1 1 1 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 9 9 9 1 4 1 4 1 1 1 1 10 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 5 0 0 17 0 0 38 38 13 34 42 5 Stage 1 ------30 30 -7 7 - Stage 2 ------7 8 -27 35 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1616 --1600 --968 854 1067 973 850 1078 Stage 1 ------986 870 -1015 890 - Stage 2 ------1015 889 -991 866 - Platoon blocked, %---- Mov Cap-1 Maneuver 1616 --1600 --952 849 1067 965 845 1078 Mov Cap-2 Maneuver ------952 849 -965 845 - Stage 1 ------981 865 -1014 889 - Stage 2 ------1003 889 -983 861 - Approach EB WB NB SB HCM Control Delay, s/v 2.41 1.21 8.82 8.5 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)950 545 --288 --1041 HCM Lane V/C Ratio 0.007 0.005 --0.001 --0.011 HCM Control Delay (s/veh)8.8 7.2 0 -7.3 0 -8.5 HCM Lane LOS A A A -A A -A HCM 95th %tile Q(veh)0 0 --0 --0 Timings 2045 Background AM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)6 1714 100 147 3370 108 215 29 71 8 1 Future Volume (vph)6 1714 100 147 3370 108 215 29 71 8 1 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s)4.0 15.0 15.0 4.0 15.0 15.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)11.0 29.0 29.0 11.5 28.0 28.0 53.0 53.0 53.0 49.5 49.5 Total Split (s)11.0 44.0 44.0 13.0 46.0 46.0 53.0 53.0 53.0 53.0 53.0 Total Split (%)10.0% 40.0% 40.0% 11.8% 41.8% 41.8% 48.2% 48.2% 48.2% 48.2% 48.2% Yellow Time (s)4.5 5.5 5.5 5.5 5.5 5.5 3.0 3.0 3.0 3.5 3.5 All-Red Time (s)2.5 1.5 1.5 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)6.0 6.0 6.0 6.5 6.5 6.5 5.0 5.0 5.0 5.5 5.5 Lead/Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Act Effct Green (s)5.0 58.9 58.9 6.5 69.2 69.2 27.1 27.1 27.1 26.6 26.6 Actuated g/C Ratio 0.05 0.54 0.54 0.06 0.63 0.63 0.25 0.25 0.25 0.24 0.24 v/c Ratio 0.09 0.68 0.12 1.54 1.15 0.11 0.67 0.07 0.15 0.03 0.02 Control Delay (s/veh)52.3 11.9 2.5 309.8 86.0 1.1 45.5 27.5 0.6 25.9 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)52.3 11.9 2.5 309.8 86.0 1.1 45.5 27.5 0.6 25.9 16.4 LOS D B A F F A D C A C B Approach Delay (s/veh)11.6 92.6 33.7 22.5 Approach LOS B F C C Intersection Summary Cycle Length: 110 Actuated Cycle Length: 110 Offset: 4 (4%), Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.54 Intersection Signal Delay (s/veh): 63.7 Intersection LOS: E Intersection Capacity Utilization 101.6%ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 1: Lady Moon Dr/Technology Parkway & E Harmony Rd HCM 7th Signalized Intersection Summary 2045 Background AM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)6 1714 100 147 3370 108 215 29 71 8 1 4 Future Volume (veh/h)6 1714 100 147 3370 108 215 29 71 8 1 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1885 1885 1885 1455 1455 1455 Adj Flow Rate, veh/h 7 1863 109 160 3663 0 234 32 77 9 1 4 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, %2 2 2 2 2 2 1 1 1 30 30 30 Cap, veh/h 29 1764 548 520 3173 344 375 312 250 51 202 Arrive On Green 0.01 0.11 0.11 0.29 0.62 0.00 0.20 0.20 0.20 0.20 0.20 0.19 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 1422 1885 1568 999 254 1018 Grp Volume(v), veh/h 7 1863 109 160 3663 0 234 32 77 9 0 5 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1422 1885 1568 999 0 1272 Q Serve(g_s), s 0.4 38.0 6.9 7.7 68.4 0.0 17.4 1.5 4.6 0.8 0.0 0.4 Cycle Q Clear(g_c), s 0.4 38.0 6.9 7.7 68.4 0.0 17.8 1.5 4.6 2.3 0.0 0.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.80 Lane Grp Cap(c), veh/h 29 1764 548 520 3173 344 375 312 250 0 253 V/C Ratio(X)0.24 1.06 0.20 0.31 1.15 0.68 0.09 0.25 0.04 0.00 0.02 Avail Cap(c_a), veh/h 81 1764 548 520 3173 682 823 684 483 0 549 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)0.58 0.58 0.58 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.0 48.7 34.9 30.3 20.8 0.0 42.6 35.9 37.1 36.9 0.0 35.8 Incr Delay (d2), s/veh 2.5 33.6 0.5 0.3 73.5 0.0 2.4 0.1 0.4 0.1 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.4 29.8 4.8 5.8 61.6 0.0 10.4 1.3 3.2 0.4 0.0 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 56.6 82.4 35.4 30.6 94.3 0.0 45.0 36.0 37.5 36.9 0.0 35.8 LnGrp LOS E F D C F D D D D D Approach Vol, veh/h 1979 3823 343 14 Approach Delay, s/veh 79.7 91.6 42.5 36.5 Approach LOS E F D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 38.6 44.0 27.4 7.8 74.9 27.4 Change Period (Y+Rc), s 7.5 7.0 6.5 7.0 7.5 * 6.5 Max Green Setting (Gmax), s 5.5 37.0 46.5 4.0 38.5 * 47 Max Q Clear Time (g_c+I1), s 9.7 40.0 4.3 2.4 70.4 19.8 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.1 Intersection Summary HCM 7th Control Delay, s/veh 84.9 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 2045 Background AM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 3 Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2045 Background AM 2: Cinquefoil Ln & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 4 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1765 9 0 3592 0 62 Future Vol, veh/h 1765 9 0 3592 0 62 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -425 ---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 2 2 0 0 Mvmt Flow 1898 10 0 3862 0 67 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 ---949 Stage 1 ------ Stage 2 ------ Critical Hdwy -----7.1 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.9 Pot Cap-1 Maneuver --0 -0 *650 Stage 1 --0 -0 - Stage 2 --0 -0 - Platoon blocked, %---0 Mov Cap-1 Maneuver -----*650 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s/v 0 0 11.17 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)650 --- HCM Lane V/C Ratio 0.103 --- HCM Control Delay (s/veh)11.2 --- HCM Lane LOS B --- HCM 95th %tile Q(veh)0.3 --- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 2045 Background AM 3: Lady Moon Dr & Le Fever Dr 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 5 Intersection Int Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 3 53 202 1 20 170 Future Vol, veh/h 3 53 202 1 20 170 Conflicting Peds, #/hr 0 0 0 4 4 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 60 0 --75 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, %7 7 3 3 3 3 Mvmt Flow 4 67 256 1 25 215 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 526 260 0 0 261 0 Stage 1 260 ----- Stage 2 266 ----- Critical Hdwy 6.47 6.27 --4.13 - Critical Hdwy Stg 1 5.47 ----- Critical Hdwy Stg 2 5.47 ----- Follow-up Hdwy 3.563 3.363 --2.227 - Pot Cap-1 Maneuver 503 766 --1298 - Stage 1 772 ----- Stage 2 767 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 492 763 --1293 - Mov Cap-2 Maneuver 571 ----- Stage 1 769 ----- Stage 2 752 ----- Approach WB NB SB HCM Control Delay, s/v10.23 0 0.83 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)--571 763 1293 - HCM Lane V/C Ratio --0.007 0.088 0.02 - HCM Control Delay (s/veh)--11.3 10.2 7.8 - HCM Lane LOS --B B A - HCM 95th %tile Q(veh)--0 0.3 0.1 - HCM 7th TWSC 2045 Background AM 4: Cinquefoil Ln & Le Fever Dr 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 6 Intersection Int Delay, s/veh 3.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 19 3 32 50 10 1 Future Vol, veh/h 19 3 32 50 10 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 60 0 ---- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 80 80 80 80 80 80 Heavy Vehicles, %0 0 0 0 11 11 Mvmt Flow 24 4 40 63 13 1 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 156 13 14 0 -0 Stage 1 13 ----- Stage 2 143 ----- Critical Hdwy 6.4 6.2 4.1 --- Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.2 --- Pot Cap-1 Maneuver 840 1073 1618 --- Stage 1 1015 ----- Stage 2 889 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 819 1073 1618 --- Mov Cap-2 Maneuver 819 ----- Stage 1 989 ----- Stage 2 889 ----- Approach EB NB SB HCM Control Delay, s/v 9.37 2.84 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1EBLn2 SBT SBR Capacity (veh/h)702 -819 1073 -- HCM Lane V/C Ratio 0.025 -0.029 0.003 -- HCM Control Delay (s/veh)7.3 0 9.5 8.4 -- HCM Lane LOS A A A A -- HCM 95th %tile Q(veh)0.1 -0.1 0 -- HCM 7th TWSC 2045 Background AM 5: Cinquefoil Ln & Rock Creek Dr 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 7 Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 42 13 10 127 9 33 18 14 3 13 6 Future Vol, veh/h 10 42 13 10 127 9 33 18 14 3 13 6 Conflicting Peds, #/hr 0 0 0 0 0 0 6 0 3 3 0 6 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length --100 --70 --95 --80 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, %0 0 0 3 3 3 0 0 0 0 0 0 Mvmt Flow 12 49 15 12 148 10 38 21 16 3 15 7 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 158 0 0 64 0 0 257 253 52 256 258 154 Stage 1 ------72 72 -171 171 - Stage 2 ------184 181 -86 87 - Critical Hdwy 4.1 --4.13 --7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.1 5.5 -6.1 5.5 - Critical Hdwy Stg 2 ------6.1 5.5 -6.1 5.5 - Follow-up Hdwy 2.2 --2.227 --3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1434 --1532 --701 653 1022 701 650 898 Stage 1 ------943 839 -836 761 - Stage 2 ------822 753 -927 827 - Platoon blocked, %---- Mov Cap-1 Maneuver 1434 --1532 --664 643 1019 654 639 892 Mov Cap-2 Maneuver ------664 643 -654 639 - Stage 1 ------935 832 -829 755 - Stage 2 ------788 747 -879 820 - Approach EB WB NB SB HCM Control Delay, s/v 1.16 0.5 10.51 10.31 HCM LOS B B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1SBLn2 Capacity (veh/h)656 1019 346 --131 --642 892 HCM Lane V/C Ratio 0.09 0.016 0.008 --0.008 --0.029 0.008 HCM Control Delay (s/veh)11 8.6 7.5 0 -7.4 0 -10.8 9.1 HCM Lane LOS B A A A -A A -B A HCM 95th %tile Q(veh)0.3 0 0 --0 --0.1 0 Timings 2045 Background PM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)3 3016 153 164 2741 11 188 5 179 126 46 Future Volume (vph)3 3016 153 164 2741 11 188 5 179 126 46 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s)4.0 15.0 15.0 4.0 15.0 15.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)11.0 29.0 29.0 11.5 28.0 28.0 53.0 53.0 53.0 49.5 49.5 Total Split (s)11.0 61.0 61.0 16.0 66.0 66.0 53.0 53.0 53.0 53.0 53.0 Total Split (%)8.5% 46.9% 46.9% 12.3% 50.8% 50.8% 40.8% 40.8% 40.8% 40.8% 40.8% Yellow Time (s)4.5 5.5 5.5 5.5 5.5 5.5 3.0 3.0 3.0 3.5 3.5 All-Red Time (s)2.5 1.5 1.5 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)6.0 6.0 6.0 6.5 6.5 6.5 5.0 5.0 5.0 5.5 5.5 Lead/Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Act Effct Green (s)5.0 75.0 75.0 9.5 88.3 88.3 28.0 28.0 28.0 27.5 27.5 Actuated g/C Ratio 0.04 0.58 0.58 0.07 0.68 0.68 0.22 0.22 0.22 0.21 0.21 v/c Ratio 0.04 1.07 0.17 1.33 0.83 0.01 0.69 0.01 0.40 0.44 0.19 Control Delay (s/veh)61.7 67.0 4.1 237.1 20.1 0.0 58.1 33.2 9.7 47.1 27.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)61.7 67.0 4.1 237.1 20.1 0.0 58.1 33.2 9.7 47.1 27.0 LOS E E A F C A E C A D C Approach Delay (s/veh)63.9 32.2 34.5 39.9 Approach LOS E C C D Intersection Summary Cycle Length: 130 Actuated Cycle Length: 130 Offset: 17 (13%), Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 145 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.33 Intersection Signal Delay (s/veh): 47.7 Intersection LOS: D Intersection Capacity Utilization 100.4%ICU Level of Service G Analysis Period (min) 15 Splits and Phases: 1: Lady Moon Dr/Technology Parkway & E Harmony Rd HCM 7th Signalized Intersection Summary 2045 Background PM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)3 3016 153 164 2741 11 188 5 179 126 46 25 Future Volume (veh/h)3 3016 153 164 2741 11 188 5 179 126 46 25 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 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 3 3175 161 173 2885 0 198 5 188 133 48 26 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, %1 1 1 1 1 1 1 1 1 1 1 1 Cap, veh/h 19 2177 673 392 3244 303 415 351 317 252 136 Arrive On Green 0.01 0.28 0.28 0.29 0.84 0.00 0.22 0.22 0.22 0.22 0.22 0.21 Sat Flow, veh/h 1795 5147 1590 1795 5147 1598 1333 1885 1593 1197 1143 619 Grp Volume(v), veh/h 3 3175 161 173 2885 0 198 5 188 133 0 74 Grp Sat Flow(s),veh/h/ln 1795 1716 1590 1795 1716 1598 1333 1885 1593 1197 0 1762 Q Serve(g_s), s 0.2 55.0 10.1 10.2 46.3 0.0 18.5 0.3 13.6 12.7 0.0 4.5 Cycle Q Clear(g_c), s 0.2 55.0 10.1 10.2 46.3 0.0 22.9 0.3 13.6 13.0 0.0 4.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.35 Lane Grp Cap(c), veh/h 19 2177 673 392 3244 303 415 351 317 0 388 V/C Ratio(X)0.15 1.46 0.24 0.44 0.89 0.65 0.01 0.54 0.42 0.00 0.19 Avail Cap(c_a), veh/h 69 2177 673 392 3244 502 696 588 490 0 644 HCM Platoon Ratio 0.67 0.67 0.67 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 63.9 46.6 30.5 39.7 7.6 0.0 50.6 39.6 44.8 44.7 0.0 41.4 Incr Delay (d2), s/veh 3.6 208.8 0.8 0.8 4.1 0.0 2.4 0.0 1.3 0.9 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.2 99.3 7.4 7.7 10.9 0.0 10.5 0.2 9.4 7.0 0.0 3.6 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 67.5 255.4 31.3 40.5 11.7 0.0 52.9 39.6 46.1 45.6 0.0 41.6 LnGrp LOS E F C D B D D D D D Approach Vol, veh/h 3339 3058 391 207 Approach Delay, s/veh 244.4 13.4 49.5 44.2 Approach LOS F B D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 34.9 61.0 34.1 7.4 88.4 34.1 Change Period (Y+Rc), s 7.5 7.0 6.5 7.0 7.5 * 6.5 Max Green Setting (Gmax), s 8.5 54.0 46.5 4.0 58.5 * 47 Max Q Clear Time (g_c+I1), s 12.2 57.0 15.0 2.2 48.3 24.9 Green Ext Time (p_c), s 0.0 0.0 0.9 0.0 9.6 1.3 Intersection Summary HCM 7th Control Delay, s/veh 126.6 HCM 7th LOS F Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 2045 Background PM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 3 Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2045 Background PM 2: Cinquefoil Ln & E Harmony Rd 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 4 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 3281 39 0 2913 0 50 Future Vol, veh/h 3281 39 0 2913 0 50 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -425 ---0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, %1 1 1 1 3 3 Mvmt Flow 3490 41 0 3099 0 53 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 ---1745 Stage 1 ------ Stage 2 ------ Critical Hdwy -----7.16 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.93 Pot Cap-1 Maneuver --0 -0 *406 Stage 1 --0 -0 - Stage 2 --0 -0 - Platoon blocked, %---1 Mov Cap-1 Maneuver -----*406 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s/v 0 0 15.2 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)406 --- HCM Lane V/C Ratio 0.131 --- HCM Control Delay (s/veh)15.2 --- HCM Lane LOS C --- HCM 95th %tile Q(veh)0.4 --- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 2045 Background PM 3: Lady Moon Dr & Le Fever Dr 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 5 Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 4 44 179 8 85 215 Future Vol, veh/h 4 44 179 8 85 215 Conflicting Peds, #/hr 0 0 0 7 7 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 60 0 --75 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, %0 0 3 3 0 0 Mvmt Flow 4 47 190 9 90 229 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 611 202 0 0 206 0 Stage 1 202 ----- Stage 2 410 ----- Critical Hdwy 6.4 6.2 --4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 --2.2 - Pot Cap-1 Maneuver 460 844 --1377 - Stage 1 837 ----- Stage 2 675 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 427 839 --1368 - Mov Cap-2 Maneuver 513 ----- Stage 1 831 ----- Stage 2 630 ----- Approach WB NB SB HCM Control Delay, s/v 9.76 0 2.21 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)--513 839 1368 - HCM Lane V/C Ratio --0.008 0.056 0.066 - HCM Control Delay (s/veh)--12.1 9.5 7.8 - HCM Lane LOS --B A A - HCM 95th %tile Q(veh)--0 0.2 0.2 - HCM 7th TWSC 2045 Background PM 4: Cinquefoil Ln & Le Fever Dr 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 6 Intersection Int Delay, s/veh 3.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 11 23 20 28 37 0 Future Vol, veh/h 11 23 20 28 37 0 Conflicting Peds, #/hr 0 0 6 0 0 6 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 60 0 ---- Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, %7 7 0 0 0 0 Mvmt Flow 14 28 25 35 46 0 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 136 52 52 0 -0 Stage 1 52 ----- Stage 2 84 ----- Critical Hdwy 6.47 6.27 4.1 --- Critical Hdwy Stg 1 5.47 ----- Critical Hdwy Stg 2 5.47 ----- Follow-up Hdwy 3.563 3.363 2.2 --- Pot Cap-1 Maneuver 846 1002 1567 --- Stage 1 958 ----- Stage 2 927 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 823 996 1558 --- Mov Cap-2 Maneuver 823 ----- Stage 1 937 ----- Stage 2 922 ----- Approach EB NB SB HCM Control Delay, s/v 8.95 3.06 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1EBLn2 SBT SBR Capacity (veh/h)750 -823 996 -- HCM Lane V/C Ratio 0.016 -0.017 0.028 -- HCM Control Delay (s/veh)7.3 0 9.4 8.7 -- HCM Lane LOS A A A A -- HCM 95th %tile Q(veh)0 -0.1 0.1 -- HCM 7th TWSC 2045 Background PM 5: Cinquefoil Ln & Rock Creek Dr 10/22/2024 Synchro 12 Report Kimley-Horn & Associates, Inc. [LKP 292068000]Page 7 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 113 27 5 75 8 22 10 4 9 6 10 Future Vol, veh/h 13 113 27 5 75 8 22 10 4 9 6 10 Conflicting Peds, #/hr 0 0 10 10 0 0 8 0 3 3 0 8 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length --100 --70 --95 --80 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, %0 0 0 1 1 1 0 0 0 0 0 0 Mvmt Flow 13 116 28 5 77 8 23 10 4 9 6 10 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 86 0 0 154 0 0 252 249 129 239 269 85 Stage 1 ------153 153 -88 88 - Stage 2 ------99 96 -151 181 - Critical Hdwy 4.1 --4.11 --7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.1 5.5 -6.1 5.5 - Critical Hdwy Stg 2 ------6.1 5.5 -6.1 5.5 - Follow-up Hdwy 2.2 --2.209 --3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1524 --1432 --705 657 926 719 641 979 Stage 1 ------854 774 -925 826 - Stage 2 ------913 820 -856 753 - Platoon blocked, %---- Mov Cap-1 Maneuver 1524 --1419 --670 642 914 693 626 972 Mov Cap-2 Maneuver ------670 642 -693 626 - Stage 1 ------838 760 -921 823 - Stage 2 ------886 816 -830 739 - Approach EB WB NB SB HCM Control Delay, s/v 0.63 0.43 10.53 9.82 HCM LOS B A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1SBLn2 Capacity (veh/h)661 914 186 --113 --665 972 HCM Lane V/C Ratio 0.05 0.005 0.009 --0.004 --0.023 0.011 HCM Control Delay (s/veh)10.7 9 7.4 0 -7.5 0 -10.5 8.7 HCM Lane LOS B A A A -A A -B A HCM 95th %tile Q(veh)0.2 0 0 --0 --0.1 0 Timings 2045 Background with Project AM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)6 1722 104 152 3370 108 230 29 71 8 1 Future Volume (vph)6 1722 104 152 3370 108 230 29 71 8 1 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s)4.0 15.0 15.0 4.0 15.0 15.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)11.0 29.0 29.0 11.5 28.0 28.0 53.0 53.0 53.0 49.5 49.5 Total Split (s)11.0 72.4 72.4 24.6 86.0 86.0 53.0 53.0 53.0 53.0 53.0 Total Split (%)7.3% 48.3% 48.3% 16.4% 57.3% 57.3% 35.3% 35.3% 35.3% 35.3% 35.3% Yellow Time (s)4.5 5.5 5.5 5.5 5.5 5.5 3.0 3.0 3.0 3.5 3.5 All-Red Time (s)2.5 1.5 1.5 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)6.0 6.0 6.0 6.5 6.5 6.5 5.0 5.0 5.0 5.5 5.5 Lead/Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 17 (11%), Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 145 Control Type: Actuated-Coordinated Splits and Phases: 1: Lady Moon Dr/Technology Parkway & E Harmony Rd HCM 7th Signalized Intersection Summary 2045 Background with Project AM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)6 1722 104 152 3370 108 230 29 71 8 1 4 Future Volume (veh/h)6 1722 104 152 3370 108 230 29 71 8 1 4 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj.1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT)1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1885 1885 1885 1455 1455 1455 Adj Flow Rate, veh/h 7 1872 113 165 3663 0 250 32 77 9 1 4 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, %2 2 2 2 2 2 1 1 1 30 30 30 Cap, veh/h 24 2260 702 420 3397 330 380 316 235 51 205 Arrive On Green 0.03 0.89 0.89 0.24 0.67 0.00 0.20 0.20 0.20 0.20 0.20 0.19 Sat Flow, veh/h 1781 5106 1585 1781 5106 1585 1422 1885 1568 999 254 1018 Grp Volume(v), veh/h 7 1872 113 165 3663 0 250 32 77 9 0 5 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1702 1585 1422 1885 1568 999 0 1272 Q Serve(g_s), s 0.6 23.6 1.4 11.7 99.8 0.0 25.6 2.1 6.2 1.1 0.0 0.5 Cycle Q Clear(g_c), s 0.6 23.6 1.4 11.7 99.8 0.0 26.1 2.1 6.2 3.2 0.0 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.80 Lane Grp Cap(c), veh/h 24 2260 702 420 3397 330 380 316 235 0 256 V/C Ratio(X)0.29 0.83 0.16 0.39 1.08 0.76 0.08 0.24 0.04 0.00 0.02 Avail Cap(c_a), veh/h 59 2260 702 420 3397 499 603 502 351 0 403 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)1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 72.3 6.1 4.9 48.2 25.1 0.0 58.5 48.7 50.3 50.0 0.0 48.4 Incr Delay (d2), s/veh 6.6 3.7 0.5 0.6 41.5 0.0 3.6 0.1 0.4 0.1 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.5 6.3 1.0 9.0 63.8 0.0 14.7 1.8 4.5 0.5 0.0 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 78.9 9.8 5.4 48.8 66.6 0.0 62.1 48.8 50.7 50.0 0.0 48.4 LnGrp LOS E A A D F E D D D D Approach Vol, veh/h 1992 3828 359 14 Approach Delay, s/veh 9.8 65.8 58.5 49.4 Approach LOS A E E D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 41.9 72.4 35.7 8.0 106.3 35.7 Change Period (Y+Rc), s 7.5 7.0 6.5 7.0 7.5 * 6.5 Max Green Setting (Gmax), s 17.1 65.4 46.5 4.0 78.5 * 47 Max Q Clear Time (g_c+I1), s 13.7 25.6 5.2 2.6 101.8 28.1 Green Ext Time (p_c), s 0.1 20.0 0.0 0.0 0.0 1.1 Intersection Summary HCM 7th Control Delay, s/veh 47.3 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 2045 Background with Project AM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 3 Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2045 Background with Project AM 2: Cinquefoil Ln & E Harmony Rd 01/31/2025 Synchro 12 Report Page 4 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1765 17 0 3597 0 68 Future Vol, veh/h 1765 17 0 3597 0 68 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -425 ---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 2 2 0 0 Mvmt Flow 1898 18 0 3868 0 73 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 ---949 Stage 1 ------ Stage 2 ------ Critical Hdwy -----7.1 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.9 Pot Cap-1 Maneuver --0 -0 *641 Stage 1 --0 -0 - Stage 2 --0 -0 - Platoon blocked, %---0 Mov Cap-1 Maneuver -----*641 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s/v 0 0 11.34 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)641 --- HCM Lane V/C Ratio 0.114 --- HCM Control Delay (s/veh)11.3 --- HCM Lane LOS B --- HCM 95th %tile Q(veh)0.4 --- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 2045 Background with Project AM 3: Lady Moon Dr & Le Fever Dr 01/31/2025 Synchro 12 Report Page 5 Intersection Int Delay, s/veh 2.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 4 68 202 2 29 170 Future Vol, veh/h 4 68 202 2 29 170 Conflicting Peds, #/hr 0 0 0 4 4 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 60 0 --75 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 79 79 79 79 79 79 Heavy Vehicles, %7 7 3 3 3 3 Mvmt Flow 5 86 256 3 37 215 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 550 261 0 0 262 0 Stage 1 261 ----- Stage 2 289 ----- Critical Hdwy 6.47 6.27 --4.13 - Critical Hdwy Stg 1 5.47 ----- Critical Hdwy Stg 2 5.47 ----- Follow-up Hdwy 3.563 3.363 --2.227 - Pot Cap-1 Maneuver 488 766 --1296 - Stage 1 771 ----- Stage 2 749 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 472 763 --1291 - Mov Cap-2 Maneuver 556 ----- Stage 1 768 ----- Stage 2 728 ----- Approach WB NB SB HCM Control Delay, s/v10.39 0 1.15 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)--556 763 1291 - HCM Lane V/C Ratio --0.009 0.113 0.028 - HCM Control Delay (s/veh)--11.5 10.3 7.9 - HCM Lane LOS --B B A - HCM 95th %tile Q(veh)--0 0.4 0.1 - HCM 7th TWSC 2045 Background with Project AM 4: Cinquefoil Ln & Le Fever Dr 01/31/2025 Synchro 12 Report Page 6 Intersection Int Delay, s/veh 5.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 26 3 3 6 15 15 23 37 1 1 12 11 Future Vol, veh/h 26 3 3 6 15 15 23 37 1 1 12 11 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length 60 --60 -----100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 80 92 80 92 92 92 80 80 92 92 80 80 Heavy Vehicles, %0 2 0 2 2 2 0 0 2 2 11 11 Mvmt Flow 33 3 4 7 16 16 29 46 1 1 15 14 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 136 129 22 123 135 47 29 0 0 47 0 0 Stage 1 24 24 -104 104 ------- Stage 2 112 105 -19 31 ------- Critical Hdwy 7.1 6.52 6.2 7.12 6.52 6.22 4.1 --4.12 -- Critical Hdwy Stg 1 6.1 5.52 -6.12 5.52 ------- Critical Hdwy Stg 2 6.1 5.52 -6.12 5.52 ------- Follow-up Hdwy 3.5 4.018 3.3 3.518 4.018 3.318 2.2 --2.218 -- Pot Cap-1 Maneuver 840 762 1061 851 756 1022 1598 --1560 -- Stage 1 999 875 -901 809 ------- Stage 2 898 808 -1000 869 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 793 747 1061 829 741 1022 1598 --1560 -- Mov Cap-2 Maneuver 793 747 -829 741 ------- Stage 1 998 875 -885 794 ------- Stage 2 850 793 -992 869 ------- Approach EB WB NB SB HCM Control Delay, s/v 9.62 9.36 2.76 0.27 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)677 --793 888 829 859 1560 -- HCM Lane V/C Ratio 0.018 --0.041 0.008 0.008 0.038 0.001 -- HCM Control Delay (s/veh)7.3 0 -9.7 9.1 9.4 9.4 7.3 -- HCM Lane LOS A A -A A A A A -- HCM 95th %tile Q(veh)0.1 --0.1 0 0 0.1 0 -- HCM 7th TWSC 2045 Background with Project AM 5: Cinquefoil Ln & Rock Creek Dr 01/31/2025 Synchro 12 Report Page 7 Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 42 13 10 127 9 33 18 14 3 13 9 Future Vol, veh/h 12 42 13 10 127 9 33 18 14 3 13 9 Conflicting Peds, #/hr 0 0 0 0 0 0 6 0 3 3 0 6 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length --100 --70 --95 --80 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86 Heavy Vehicles, %0 0 0 3 3 3 0 0 0 0 0 0 Mvmt Flow 14 49 15 12 148 10 38 21 16 3 15 10 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 158 0 0 64 0 0 261 258 52 261 263 154 Stage 1 ------77 77 -171 171 - Stage 2 ------184 181 -90 92 - Critical Hdwy 4.1 --4.13 --7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.1 5.5 -6.1 5.5 - Critical Hdwy Stg 2 ------6.1 5.5 -6.1 5.5 - Follow-up Hdwy 2.2 --2.227 --3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1434 --1532 --696 650 1022 696 646 898 Stage 1 ------937 835 -836 761 - Stage 2 ------822 753 -922 823 - Platoon blocked, %---- Mov Cap-1 Maneuver 1434 --1532 --655 638 1019 649 634 892 Mov Cap-2 Maneuver ------655 638 -649 634 - Stage 1 ------928 827 -829 755 - Stage 2 ------785 747 -873 814 - Approach EB WB NB SB HCM Control Delay, s/v 1.35 0.5 10.56 10.2 HCM LOS B B Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1SBLn2 Capacity (veh/h)649 1019 400 --131 --637 892 HCM Lane V/C Ratio 0.091 0.016 0.01 --0.008 --0.029 0.012 HCM Control Delay (s/veh)11.1 8.6 7.5 0 -7.4 0 -10.8 9.1 HCM Lane LOS B A A A -A A -B A HCM 95th %tile Q(veh)0.3 0 0 --0 --0.1 0 HCM 7th TWSC 2045 Background with Project AM 6: Cinquefoil Ln & North Site Access 01/31/2025 Synchro 12 Report Page 8 Intersection Int Delay, s/veh 1.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 6 4 71 5 6 13 Future Vol, veh/h 6 4 71 5 6 13 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ---100 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 7 4 77 5 7 14 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 107 80 0 0 83 0 Stage 1 80 ----- Stage 2 27 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 890 980 --1515 - Stage 1 943 ----- Stage 2 995 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 887 980 --1515 - Mov Cap-2 Maneuver 843 ----- Stage 1 943 ----- Stage 2 991 ----- Approach WB NB SB HCM Control Delay, s/v 9.08 0 2.33 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--893 1515 - HCM Lane V/C Ratio --0.012 0.004 - HCM Control Delay (s/veh)--9.1 7.4 - HCM Lane LOS --A A - HCM 95th %tile Q(veh)--0 0 - HCM 7th TWSC 2045 Background with Project AM 7: Cinquefoil Ln & Main Access 01/31/2025 Synchro 12 Report Page 9 Intersection Int Delay, s/veh 0.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 6 1 75 3 1 18 Future Vol, veh/h 6 1 75 3 1 18 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ---100 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 7 1 82 3 1 20 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 105 83 0 0 85 0 Stage 1 83 ----- Stage 2 22 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 893 976 --1512 - Stage 1 940 ----- Stage 2 1001 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 892 976 --1512 - Mov Cap-2 Maneuver 845 ----- Stage 1 940 ----- Stage 2 1000 ----- Approach WB NB SB HCM Control Delay, s/v 9.22 0 0.39 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--861 1512 - HCM Lane V/C Ratio --0.009 0.001 - HCM Control Delay (s/veh)--9.2 7.4 - HCM Lane LOS --A A - HCM 95th %tile Q(veh)--0 0 - HCM 7th TWSC 2045 Background with Project AM 8: Brookfield Dr/South Site Access & Le Fever Dr 01/31/2025 Synchro 12 Report Page 10 Intersection Int Delay, s/veh 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 4 4 1 12 1 12 1 1 1 2 8 Future Vol, veh/h 5 4 4 1 12 1 12 1 1 1 2 8 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 5 4 4 1 13 1 13 1 1 1 2 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 14 0 0 9 0 0 34 34 7 32 35 14 Stage 1 ------17 17 -16 16 - Stage 2 ------16 16 -16 20 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1604 --1611 --973 859 1076 976 857 1066 Stage 1 ------1002 881 -1004 882 - Stage 2 ------1003 882 -1004 879 - Platoon blocked, %---- Mov Cap-1 Maneuver 1604 --1611 --959 855 1076 970 854 1066 Mov Cap-2 Maneuver ------959 855 -970 854 - Stage 1 ------999 878 -1003 882 - Stage 2 ------992 881 -998 876 - Approach EB WB NB SB HCM Control Delay, s/v 2.79 0.52 8.82 8.6 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)958 629 --127 --1011 HCM Lane V/C Ratio 0.016 0.003 --0.001 --0.012 HCM Control Delay (s/veh)8.8 7.3 0 -7.2 0 -8.6 HCM Lane LOS A A A -A A -A HCM 95th %tile Q(veh)0 0 --0 --0 Timings 2045 Background with Project PM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (vph)3 3027 159 172 2741 11 205 5 179 126 46 Future Volume (vph)3 3027 159 172 2741 11 205 5 179 126 46 Turn Type Prot NA Perm Prot NA Perm Perm NA Perm Perm NA Protected Phases 5 2 1 6 8 4 Permitted Phases 2 6 8 8 4 Detector Phase 5 2 2 1 6 6 8 8 8 4 4 Switch Phase Minimum Initial (s)4.0 15.0 15.0 4.0 15.0 15.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s)11.0 29.0 29.0 11.5 28.0 28.0 53.0 53.0 53.0 49.5 49.5 Total Split (s)12.0 90.0 90.0 15.0 93.0 93.0 45.0 45.0 45.0 45.0 45.0 Total Split (%)8.0% 60.0% 60.0% 10.0% 62.0% 62.0% 30.0% 30.0% 30.0% 30.0% 30.0% Yellow Time (s)4.5 5.5 5.5 5.5 5.5 5.5 3.0 3.0 3.0 3.5 3.5 All-Red Time (s)2.5 1.5 1.5 2.0 2.0 2.0 3.0 3.0 3.0 3.0 3.0 Lost Time Adjust (s)-1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 -1.0 Total Lost Time (s)6.0 6.0 6.0 6.5 6.5 6.5 5.0 5.0 5.0 5.5 5.5 Lead/Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize?Yes Yes Yes Yes Yes Yes Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Intersection Summary Cycle Length: 150 Actuated Cycle Length: 150 Offset: 17 (11%), Referenced to phase 2:EBT and 6:WBT, Start of 1st Green Natural Cycle: 145 Control Type: Actuated-Coordinated Splits and Phases: 1: Lady Moon Dr/Technology Parkway & E Harmony Rd HCM 7th Signalized Intersection Summary 2045 Background with Project PM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h)3 3027 159 172 2741 11 205 5 179 126 46 25 Future Volume (veh/h)3 3027 159 172 2741 11 205 5 179 126 46 25 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 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 3 3186 167 181 2885 0 216 5 188 133 48 26 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, %1 1 1 1 1 1 1 1 1 1 1 1 Cap, veh/h 18 2882 891 177 3339 298 417 353 311 253 137 Arrive On Green 0.01 0.38 0.38 0.20 1.00 0.00 0.22 0.22 0.22 0.22 0.22 0.21 Sat Flow, veh/h 1795 5147 1592 1795 5147 1598 1333 1885 1593 1197 1143 619 Grp Volume(v), veh/h 3 3186 167 181 2885 0 216 5 188 133 0 74 Grp Sat Flow(s),veh/h/ln 1795 1716 1592 1795 1716 1598 1333 1885 1593 1197 0 1762 Q Serve(g_s), s 0.2 84.0 10.6 14.8 0.0 0.0 23.6 0.3 15.6 14.6 0.0 5.1 Cycle Q Clear(g_c), s 0.2 84.0 10.6 14.8 0.0 0.0 28.7 0.3 15.6 14.9 0.0 5.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.35 Lane Grp Cap(c), veh/h 18 2882 891 177 3339 298 417 353 311 0 390 V/C Ratio(X)0.17 1.11 0.19 1.02 0.86 0.73 0.01 0.53 0.43 0.00 0.19 Avail Cap(c_a), veh/h 72 2882 891 177 3339 358 503 425 361 0 464 HCM Platoon Ratio 0.67 0.67 0.67 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.09 0.09 0.09 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 73.9 46.9 23.9 60.2 0.0 0.0 59.1 45.6 51.5 51.4 0.0 47.6 Incr Delay (d2), s/veh 0.4 48.0 0.0 73.8 3.3 0.0 5.8 0.0 1.2 0.9 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 0.2 57.8 5.1 14.7 1.8 0.0 13.2 0.3 10.6 8.0 0.0 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d), s/veh 74.3 94.9 24.0 134.0 3.3 0.0 64.9 45.6 52.8 52.4 0.0 47.8 LnGrp LOS E F C F A E D D D D Approach Vol, veh/h 3356 3066 409 207 Approach Delay, s/veh 91.3 11.0 59.1 50.7 Approach LOS F B E D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 21.3 90.0 38.7 7.5 103.8 38.7 Change Period (Y+Rc), s 7.5 7.0 6.5 7.0 7.5 * 6.5 Max Green Setting (Gmax), s 7.5 83.0 38.5 5.0 85.5 * 39 Max Q Clear Time (g_c+I1), s 16.8 86.0 16.9 2.2 2.0 30.7 Green Ext Time (p_c), s 0.0 0.0 0.9 0.0 59.6 0.9 Intersection Summary HCM 7th Control Delay, s/veh 53.3 HCM 7th LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier. HCM 7th Signalized Intersection Summary 2045 Background with Project PM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 3 Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay. HCM 7th TWSC 2045 Background with Project PM 2: Cinquefoil Ln & E Harmony Rd 01/31/2025 Synchro 12 Report Page 4 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 3281 50 0 2921 0 58 Future Vol, veh/h 3281 50 0 2921 0 58 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized -None -None -None Storage Length -425 ---0 Veh in Median Storage, #0 --0 0 - Grade, %0 --0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, %1 1 1 1 3 3 Mvmt Flow 3490 53 0 3107 0 62 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 ---1745 Stage 1 ------ Stage 2 ------ Critical Hdwy -----7.16 Critical Hdwy Stg 1 ------ Critical Hdwy Stg 2 ------ Follow-up Hdwy -----3.93 Pot Cap-1 Maneuver --0 -0 *393 Stage 1 --0 -0 - Stage 2 --0 -0 - Platoon blocked, %---1 Mov Cap-1 Maneuver -----*393 Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB WB NB HCM Control Delay, s/v 0 0 15.86 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBT Capacity (veh/h)393 --- HCM Lane V/C Ratio 0.157 --- HCM Control Delay (s/veh)15.9 --- HCM Lane LOS C --- HCM 95th %tile Q(veh)0.6 --- Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th TWSC 2045 Background with Project PM 3: Lady Moon Dr & Le Fever Dr 01/31/2025 Synchro 12 Report Page 5 Intersection Int Delay, s/veh 2.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 5 61 179 10 98 215 Future Vol, veh/h 5 61 179 10 98 215 Conflicting Peds, #/hr 0 0 0 7 7 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 60 0 --75 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, %0 0 3 3 0 0 Mvmt Flow 5 65 190 11 104 229 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 640 203 0 0 208 0 Stage 1 203 ----- Stage 2 437 ----- Critical Hdwy 6.4 6.2 --4.1 - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 --2.2 - Pot Cap-1 Maneuver 443 843 --1375 - Stage 1 836 ----- Stage 2 655 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 406 837 --1366 - Mov Cap-2 Maneuver 495 ----- Stage 1 831 ----- Stage 2 605 ----- Approach WB NB SB HCM Control Delay, s/v 9.86 0 2.46 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h)--495 837 1366 - HCM Lane V/C Ratio --0.011 0.077 0.076 - HCM Control Delay (s/veh)--12.4 9.7 7.9 - HCM Lane LOS --B A A - HCM 95th %tile Q(veh)--0 0.3 0.2 - HCM 7th TWSC 2045 Background with Project PM 4: Cinquefoil Ln & Le Fever Dr 01/31/2025 Synchro 12 Report Page 6 Intersection Int Delay, s/veh 5.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 21 12 16 1 11 7 16 25 1 13 28 12 Future Vol, veh/h 21 12 16 1 11 7 16 25 1 13 28 12 Conflicting Peds, #/hr 0 0 0 0 0 0 6 0 0 0 0 6 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized --None --None --None --None Storage Length 60 --60 -----100 -- Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 81 92 81 92 92 92 81 81 92 92 81 81 Heavy Vehicles, %7 2 7 2 2 2 0 0 2 2 0 0 Mvmt Flow 26 13 20 1 12 8 20 31 1 14 35 15 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 153 148 48 140 155 31 55 0 0 32 0 0 Stage 1 76 76 -71 71 ------- Stage 2 76 71 -69 84 ------- Critical Hdwy 7.17 6.52 6.27 7.12 6.52 6.22 4.1 --4.12 -- Critical Hdwy Stg 1 6.17 5.52 -6.12 5.52 ------- Critical Hdwy Stg 2 6.17 5.52 -6.12 5.52 ------- Follow-up Hdwy 3.563 4.018 3.363 3.518 4.018 3.318 2.2 --2.218 -- Pot Cap-1 Maneuver 803 744 1007 830 737 1043 1562 --1580 -- Stage 1 920 832 -939 836 ------- Stage 2 920 835 -941 825 ------- Platoon blocked, %---- Mov Cap-1 Maneuver 763 723 1001 782 717 1043 1554 --1580 -- Mov Cap-2 Maneuver 763 723 -782 717 ------- Stage 1 907 819 -927 825 ------- Stage 2 889 825 -899 813 ------- Approach EB WB NB SB HCM Control Delay, s/v 9.56 9.52 2.81 1.62 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)683 --763 869 782 816 1580 -- HCM Lane V/C Ratio 0.013 --0.034 0.038 0.001 0.024 0.009 -- HCM Control Delay (s/veh)7.3 0 -9.9 9.3 9.6 9.5 7.3 -- HCM Lane LOS A A -A A A A A -- HCM 95th %tile Q(veh)0 --0.1 0.1 0 0.1 0 -- HCM 7th TWSC 2045 Background with Project PM 5: Cinquefoil Ln & Rock Creek Dr 01/31/2025 Synchro 12 Report Page 7 Intersection Int Delay, s/veh 2.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 16 113 27 5 75 8 22 10 4 9 6 13 Future Vol, veh/h 16 113 27 5 75 8 22 10 4 9 6 13 Conflicting Peds, #/hr 0 0 10 10 0 0 8 0 3 3 0 8 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length --100 --70 --95 --80 Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, %0 0 0 1 1 1 0 0 0 0 0 0 Mvmt Flow 16 116 28 5 77 8 23 10 4 9 6 13 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 86 0 0 154 0 0 258 255 129 245 275 85 Stage 1 ------159 159 -88 88 - Stage 2 ------99 96 -158 187 - Critical Hdwy 4.1 --4.11 --7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 ------6.1 5.5 -6.1 5.5 - Critical Hdwy Stg 2 ------6.1 5.5 -6.1 5.5 - Follow-up Hdwy 2.2 --2.209 --3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1524 --1432 --699 652 926 713 636 979 Stage 1 ------847 770 -925 826 - Stage 2 ------913 820 -849 749 - Platoon blocked, %---- Mov Cap-1 Maneuver 1524 --1419 --660 636 914 685 620 972 Mov Cap-2 Maneuver ------660 636 -685 620 - Stage 1 ------829 753 -921 823 - Stage 2 ------883 816 -822 733 - Approach EB WB NB SB HCM Control Delay, s/v 0.76 0.43 10.6 9.75 HCM LOS B A Minor Lane/Major Mvmt NBLn1NBLn2 EBL EBT EBR WBL WBT WBR SBLn1SBLn2 Capacity (veh/h)652 914 223 --113 --658 972 HCM Lane V/C Ratio 0.051 0.005 0.011 --0.004 --0.024 0.014 HCM Control Delay (s/veh)10.8 9 7.4 0 -7.5 0 -10.6 8.8 HCM Lane LOS B A A A -A A -B A HCM 95th %tile Q(veh)0.2 0 0 --0 --0.1 0 HCM 7th TWSC 2045 Background with Project PM 6: Cinquefoil Ln & North Site Access 01/31/2025 Synchro 12 Report Page 8 Intersection Int Delay, s/veh 1.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 7 4 43 7 7 41 Future Vol, veh/h 7 4 43 7 7 41 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ---100 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 8 4 47 8 8 45 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 110 51 0 0 54 0 Stage 1 51 ----- Stage 2 60 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 887 1018 --1551 - Stage 1 972 ----- Stage 2 963 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 882 1018 --1551 - Mov Cap-2 Maneuver 843 ----- Stage 1 972 ----- Stage 2 958 ----- Approach WB NB SB HCM Control Delay, s/v 9.06 0 1.07 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--899 1551 - HCM Lane V/C Ratio --0.013 0.005 - HCM Control Delay (s/veh)--9.1 7.3 - HCM Lane LOS --A A - HCM 95th %tile Q(veh)--0 0 - HCM 7th TWSC 2045 Background with Project PM 7: Cinquefoil Ln & Main Access 01/31/2025 Synchro 12 Report Page 9 Intersection Int Delay, s/veh 0.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 7 2 48 5 2 46 Future Vol, veh/h 7 2 48 5 2 46 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized -None -None -None Storage Length 0 ---100 - Veh in Median Storage, #0 -0 --0 Grade, %0 -0 --0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 Mvmt Flow 8 2 52 5 2 50 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 109 55 0 0 58 0 Stage 1 55 ----- Stage 2 54 ----- Critical Hdwy 6.42 6.22 --4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 --2.218 - Pot Cap-1 Maneuver 888 1012 --1547 - Stage 1 968 ----- Stage 2 968 ----- Platoon blocked, %--- Mov Cap-1 Maneuver 887 1012 --1547 - Mov Cap-2 Maneuver 846 ----- Stage 1 968 ----- Stage 2 967 ----- Approach WB NB SB HCM Control Delay, s/v 9.15 0 0.31 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)--878 1547 - HCM Lane V/C Ratio --0.011 0.001 - HCM Control Delay (s/veh)--9.1 7.3 - HCM Lane LOS --A A - HCM 95th %tile Q(veh)--0 0 - HCM 7th TWSC 2045 Background with Project PM 8: Brookfield Dr/South Site Access & Le Fever Dr 01/31/2025 Synchro 12 Report Page 10 Intersection Int Delay, s/veh 4.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 9 9 1 5 1 5 1 1 1 1 9 Future Vol, veh/h 8 9 9 1 5 1 5 1 1 1 1 9 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized --None --None --None --None Storage Length ------------ Veh in Median Storage, #-0 --0 --0 --0 - Grade, %-0 --0 --0 --0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, %2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 9 10 10 1 5 1 5 1 1 1 1 10 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 7 0 0 20 0 0 40 41 15 36 45 6 Stage 1 ------32 32 -8 8 - Stage 2 ------8 9 -28 37 - Critical Hdwy 4.12 --4.12 --7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 -6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 -6.12 5.52 - Follow-up Hdwy 2.218 --2.218 --3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1614 --1597 --964 851 1065 970 847 1077 Stage 1 ------984 868 -1013 889 - Stage 2 ------1013 888 -989 864 - Platoon blocked, %---- Mov Cap-1 Maneuver 1614 --1597 --948 846 1065 962 841 1077 Mov Cap-2 Maneuver ------948 846 -962 841 - Stage 1 ------979 864 -1013 888 - Stage 2 ------1002 888 -982 859 - Approach EB WB NB SB HCM Control Delay, s/v 2.23 1.04 8.83 8.5 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)947 503 --249 --1039 HCM Lane V/C Ratio 0.008 0.005 --0.001 --0.012 HCM Control Delay (s/veh)8.8 7.2 0 -7.3 0 -8.5 HCM Lane LOS A A A -A A -A HCM 95th %tile Q(veh)0 0 --0 --0 292068000 Touchmark at Fort Collins APPENDIX D Queue Analysis Worksheets Queues 2028 Background with Project AM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph)5 1559 96 138 3049 98 211 26 65 7 4 v/c Ratio 0.06 0.55 0.10 1.32 0.93 0.09 0.63 0.05 0.12 0.02 0.01 Control Delay (s/veh)52.0 19.1 3.3 239.9 26.1 3.4 45.0 27.9 0.5 26.3 17.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)52.0 19.1 3.3 239.9 26.1 3.4 45.0 27.9 0.5 26.3 17.7 Queue Length 50th (ft)4 235 0 ~126 555 0 139 15 0 4 1 Queue Length 95th (ft)16 419 27 #253 #1196 30 166 29 0 12 8 Internal Link Dist (ft)2566 834 1450 622 Turn Bay Length (ft)450 525 325 480 185 185 Base Capacity (vph)80 2788 917 104 3264 1040 619 820 790 467 561 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.56 0.10 1.33 0.93 0.09 0.34 0.03 0.08 0.01 0.01 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 2028 Background with Project PM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph)2 2625 139 151 2376 9 181 4 156 109 62 v/c Ratio 0.02 0.84 0.14 1.46 0.66 0.00 0.66 0.01 0.35 0.38 0.16 Control Delay (s/veh)61.0 25.4 3.0 296.3 15.4 0.0 57.8 34.2 7.4 46.5 26.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)61.0 25.4 3.0 296.3 15.4 0.0 57.8 34.2 7.4 46.5 26.8 Queue Length 50th (ft)2 587 0 ~174 332 0 145 3 1 82 29 Queue Length 95th (ft)11 #1004 36 #314 #784 0 184 11 48 114 56 Internal Link Dist (ft)2566 834 1450 622 Turn Bay Length (ft)450 525 325 480 185 185 Base Capacity (vph)68 3107 992 103 3554 1119 466 651 647 485 621 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.84 0.14 1.47 0.67 0.01 0.39 0.01 0.24 0.22 0.10 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 2045 Background with Project AM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph)7 1872 113 165 3663 117 250 32 77 9 5 v/c Ratio 0.11 0.68 0.12 0.77 1.04 0.10 0.79 0.07 0.16 0.03 0.01 Control Delay (s/veh)74.8 27.7 3.7 87.6 53.7 3.8 72.8 42.8 0.8 41.7 26.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)74.8 27.7 3.7 87.6 53.7 3.8 72.8 42.8 0.8 41.7 26.2 Queue Length 50th (ft)7 472 0 159 ~1394 7 234 25 0 7 1 Queue Length 95th (ft)24 620 35 #274 #1730 42 308 50 0 21 12 Internal Link Dist (ft)2566 834 1450 622 Turn Bay Length (ft)450 525 325 480 185 185 Base Capacity (vph)59 2751 908 213 3493 1102 453 601 595 340 409 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.68 0.12 0.77 1.05 0.11 0.55 0.05 0.13 0.03 0.01 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Queues 2045 Background with Project PM 1: Lady Moon Dr/Technology Parkway & E Harmony Rd 01/31/2025 Synchro 12 Report Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Group Flow (vph)3 3186 167 181 2885 12 216 5 188 133 74 v/c Ratio 0.04 0.99 0.16 1.79 0.79 0.01 0.79 0.01 0.43 0.46 0.20 Control Delay (s/veh)73.0 38.7 3.6 417.5 18.9 0.0 76.9 42.8 17.9 56.9 36.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay (s/veh)73.0 38.7 3.6 417.5 18.9 0.0 76.9 42.8 17.9 56.9 36.4 Queue Length 50th (ft)3 1216 23 ~264 414 0 203 4 43 116 46 Queue Length 95th (ft)m2 m1080 m24 m#388 #720 m0 281 15 109 172 86 Internal Link Dist (ft)2566 834 1450 622 Turn Bay Length (ft)450 525 325 480 185 185 Base Capacity (vph)71 3199 1026 101 3613 1132 355 501 519 372 480 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 1.00 0.16 1.79 0.80 0.01 0.61 0.01 0.36 0.36 0.15 Intersection Summary ~ Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal.