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HomeMy WebLinkAboutSIT AND STAY DOG BAR - PDP210016 - SUBMITTAL DOCUMENTS - ROUND 1 - TRAFFIC STUDYDUNCAN DOG PARK DEVELOPMENT TRANSPORTATION IMPACT STUDY FORT COLLINS, CO Prepared for: Nick Duncan and Patrick Duncan 1121 Belaire Drive Fort Collins, CO 80521 Prepared by: Olsson 1880 Fall River Drive, Suite 200 Loveland, CO 80538 September 2021 Olsson Project No. 021-04575DRAFT Duncan Dog Park Development Transportation Impact Study Project No. 021-04575 September 2021 021-0457 1 TABLE OF CONTENTS 1. Introduction..............................................................................................................................3 2. existing conditions...................................................................................................................3 2.1 Surrounding Land Use....................................................................................................3 2.2 Roadways.......................................................................................................................5 2.3 Existing Traffic and Data.................................................................................................6 3. project description ...................................................................................................................7 3.1 Site Plan .........................................................................................................................7 3.2 Trip Generation...............................................................................................................8 3.3 Trip Assignment and Distribution....................................................................................9 4. Projected traffic......................................................................................................................11 4.1 Background Traffic........................................................................................................11 4.2 Total Traffic...................................................................................................................12 4.3 Total Traffic Analysis ....................................................................................................13 5. Recommendations and Conclusions.....................................................................................16 DRAFT Duncan Dog Park Development Transportation Impact Study Project No. 021-04575 September 2021 021-0457 2 LIST OF FIGURES Figure 1 – Vicinity Map..................................................................................................................4 Figure 2 – Existing Geometrics .....................................................................................................6 Figure 3 – 2021 Existing Traffic Volumes and Roadway Geometrics ...........................................7 Figure 4 – Site Plan.......................................................................................................................8 Figure 5 – Site Traffic Volumes...................................................................................................10 Figure 6 – Base Traffic Volumes (2023)......................................................................................11 Figure 7 – Site + Base Traffic Volumes (2023) ...........................................................................12 LIST OF TABLES Table 1: Duncan Dog Park Trip Generation..................................................................................9 Table 2: LOS Ratings..................................................................................................................13 Table 3: Capacity Analysis Summary..........................................................................................14 Table 4: Queue Lengths..............................................................................................................15 APPENDICES Appendix A LCUASS Forms Appendix B 2023 Background Capacity Analysis Appendix C 2023 Background + Site Capacity Analysis ReportDRAFT Duncan Dog Park Development Transportation Impact Study Project No. 021-04575 September 2021 021-0457 3 1. INTRODUCTION This report summarizes the transportation impact analysis conducted for the proposed Duncan Dog Park development located east of North College Avenue between Willox Lane and Bristlecone Drive in Fort Collins, Colorado. This study documents the expected traffic volumes created by the site and the impact of the additional traffic volume on operations of the nearby roadway network. Based on the preceding analysis, this study includes recommendations related to site access and public improvements. The study is being conducted in accordance with guidance from the Institute of Transportation Engineers guidelines and the Larimer County Urban Area Street Standards (LCUASS). The LCUASS forms are included in Appendix A. 2.EXISTING CONDITIONS 2.1 Surrounding Land Use The land immediately surrounding the Duncan Dog Park Site is consists of commercial developments. These developments include a Dollar Tree store to the North, Fire House Xpress Car Wash to the west, United States Department of Agriculture office to the east, and Larimer County Health and Human Services buildings to the south. More commercial developments extend beyond Willox Lane to the north, North College Avenue to the west, and Bristlecone Drive to the south. Single and multi-family residential developments sit 500 feet to the east of the site and extend over two miles to the northeast. There are undeveloped plots of land within the commercial development area surrounding the site. More undeveloped land is surrounded by the residential developments to southeast, east, and northeast of the site. Two bus stops are located along North College Avenue. One stop sits on the east side of College Avenue approximately 250 feet north of North College Avenue and Bristlecone Drive. The second stop is located southwest of North College Avenue and Willox Lane. Figure 1 shows a vicinity map of the proposed site and its surroundings.DRAFT Duncan Dog Park Development Transportation Impact Study Project No. 021-04575 September 2021 021-0457 4 Figure 1 – Vicinity Map DRAFT Duncan Dog Park Development Transportation Impact Study Project No. 021-04575 September 2021 021-0457 5 2.2 Roadways There are two arterial roadways and a local roadway surrounding the proposed site with 4 private drives located within the commercial development. North College Avenue North College Avenue (also referred to as West Highway 14 and US 287) is the north-south running arterial roadway to the west of the commercial development. College Avenue consists of a four-lane section with a raised median allowing for left turns and a right turn lane for access to the commercial developments. Bike lanes span the length of each side of the road as well. Willox Lane Willox Lane is the east-west running arterial roadway to the north of the commercial center. Willox Lane’s section is two-lanes with a center two way left turn lane. Bike lanes run the length of this road section on each side. This roadway contains a round-about at its intersection with one of the four private drives on this site. Bristlecone Drive The local roadway is Bristlecone Drive. This roadway runs east-west and is south of the commercial development. Bristlecone Drive’s section is unmarked two lanes with no turn lanes or bike lanes. Private Drives There are four private drives located within the bounds of the three mentioned arterial roads. Private Drives 1, 2, and 3 run north-south from Willox Lane to Bristlecone Drive. All three of these sections are unmarked two-lane sections. The fourth Private Drive Serves a right-in right-out intersection with College Avenue. This roadway section is an unstriped two-lane section with a raised median. The Existing Roadway geometry is depicted in Figure 2.DRAFT Duncan Dog Park Development Transportation Impact Study Project No. 021-04575 September 2021 021-0457 6 Figure 2 – Existing Geometrics 2.3 Existing Traffic and Data Traffic Counts were conducted on four intersections within this site vicinity. These intersections include Willox Lane & Private Drives 1 and 2 (the western most north-south running private roadways) as well as Bristlecone Drive & Private Drives 1 and 2. The existing traffic volumes for Willox Lane & Private Drive 3 and Bristlecone & Private Drive 3 were estimated based on these counts as Private Drive 3 is currently used as an access road to the rear of commercial buildings with minimal daily traffic. Traffic counts from the Fort Collins Traffic Count Database were available for North College Avenue and for Willox Lane and were referenced in creating the trip distribution and growing traffic volumes for the buildout scenario. The existing traffic count data is available in Figure 3.DRAFT Duncan Dog Park Development Transportation Impact Study Project No. 021-04575 September 2021 021-0457 7 Figure 3 – 2021 Existing Traffic Volumes and Roadway Geometrics 3.PROJECT DESCRIPTION 3.1 Site Plan This project outlines the development of a multipurpose dog park, dog day care, and restaurant facility. A 6,616 square-foot (SF) restaurant adjacent to a 2,633 SF indoor dog park and a 5,094 SF dog day care center. These structures are surrounded by multiple proposed outdoor dog park spaces, a stage for private events, and vehicle parking on three sides of the facilities boundaries. This site plan is depicted in Figure 4.DRAFT Duncan Dog Park Development Transportation Impact Study Project No. 021-04575 September 2021 021-0457 8 Figure 4 – Site Plan 3.2 Trip Generation Trip Generation is typically determined using rates found in the ITE Trip Generation Manual (10th Edition). Common Land Use Codes (LUC) are published with rates that can be applied to values related to the size of the proposed site to estimate the anticipated entering and exiting trips. The Land Use Codes selected to be applied to the site include 565, Day Care Center and 925, Drinking Place. LUC 565 is used as the dog day care center operates similarly in traffic patterns to how a child day care would. LUC 925 is used as the most applicable representation of the onsite restaurant / bar based on the typical daily operations and daily patrons expected by the owner. This methodology was confirmed in the scoping process and the land uses were deemed most applicable to the site through discussions with the owner.DRAFT Duncan Dog Park Development Transportation Impact Study Project No. 021-04575 September 2021 021-0457 9 This site is anticipated to generate 859 daily trips, 35 AM peak hour trips, and 103 PM peak hour trips. A 10% mixed use reduction was applied to the daily trips, AM peak hour trips, PM peak hour trips to account for multipurpose site related trips. The trip generation data is contained in Table 1. Table 1: Duncan Dog Park Trip Generation 3.3 Trip Assignment and Distribution Trip distribution is the process for assigning trips to the study intersections. Several methodologies can be used to determine the trip distribution of a project. In many cases, a gravity model is developed, and calculations based on production and attractions (households and jobs) are developed. For a site such as the Duncan Dog Park Development, the optimal method includes utilizing the existing travel patterns on the adjacent roadways as the directional and percentile distributions are indicative of traffic patterns to the new site. The direction 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. Based on the distribution of the city of Fort Collins relative to the site and the fact that College Avenue is the major north-south travel way for the residents of Fort Collins, the traffic to this site will come from northbound traffic along College Avenue. A distribution of 50% was assigned to this leg of College Avenue. 10% of the traffic distribution was assigned to westbound Bristlecone Drive as this leg of the roadway does not tie into a large area of residential developments. It was assumed that the remaining 40% of site traffic will come equally from the southbound College Avenue leg and westbound Willox Lane leg (20% each). This was determined due to Willox Lane bridging access from a large portion of residential developments and College Avenue being the major travel way for the city, as previously mentioned. The westbound Willox Lane traffic was then split into 15% entering the site on Private Drive 2 and 5% entering the site on Private Drive 3. This distribution was developed because Private Drive 3 is an access way for the rear of neighboring commercial developments, which will deter through traffic to the Duncan Dog Park Development site. This distribution of site traffic is shown in Figure 5.DRAFT Duncan Dog Park Development Transportation Impact Study Project No. 021-04575 September 2021 021-0457 10 Figure 5 – Site Traffic Volumes DRAFT Duncan Dog Park Development Transportation Impact Study Project No. 021-04575 September 2021 021-0457 11 4.PROJECTED TRAFFIC 4.1 Background Traffic To obtain the background volumes for both the opening date scenarios in 2023, an annual growth of rate of 2% was applied to Willox Lane and Bristlecone Drive. The rate was determined by both the apparent growth rate in historical counts at neighboring intersections and considering planned developments in the area. This was agreed upon with the City of Fort Collins in the LCUASS scoping meeting for this study. Turning Movement volumes projected in 2023 are demonstrated in Figure 6. Figure 6 – Base Traffic Volumes (2023)DRAFT Duncan Dog Park Development Transportation Impact Study Project No. 021-04575 September 2021 021-0457 12 4.2 Total Traffic Expected site trips were combined with background traffic for the 2023 date. These volume scenarios were generated on the trip generation, distribution, and assignment calculations discussed previously in this report. Total traffic volumes for 2023 are shown in Figure 7. Figure 7 – Site + Base Traffic Volumes (2023)DRAFT Duncan Dog Park Development Transportation Impact Study Project No. 021-04575 September 2021 021-0457 13 4.3 Total Traffic Analysis 4.3.1 Capacity Analysis For simplicity, the amount of control delay is equated to a grade level or Level of Service (LOS) based on thresholds of driver acceptance. The amount of delay is assigned a letter grade A through F, LOS A representing little or no delay and LOS F representing very high delay. Table 2 shows the delays associated with each LOS grade for signalized and unsignalized intersections. Table 2: LOS Ratings Level-of-Service Average Control Delay (seconds) Signalized Unsignalized A ≤ 10 ≤ 10 B > 10-20 > 10-15 C > 20-35 > 15-25 D > 35-55 > 25-35 E > 55-80 > 35-50 F > 80 > 50 Highway Capacity Manual (HCM 6th Ed.) Capacity analyses were performed on both the background traffic and total traffic scenarios. The delay at Private Drive 1 & Willox Lane is expected to increase due to background traffic, causing the northbound movements to operate at LOS F with 207 seconds of delay and the southbound movements to operate at LOS E with 42 seconds of delay. As operations of the minor legs of this intersection degrade, much of this traffic is expected to navigate through the roundabout on Private Drive 2, which is expected to operate at LOS A for all movements and can handle this additional traffic volume. Barring the low level of service mentioned for the intersection of Willox Lane and Private Drive 2, the rest of the study intersections met LOS B or better. The findings are outlined in Table 3.DRAFT Duncan Dog Park Development Transportation Impact Study Project No. 021-04575 September 2021 021-0457 14 Table 3: Capacity Analysis Summary DRAFT Duncan Dog Park Development Transportation Impact Study Project No. 021-04575 September 2021 021-0457 15 4.3.2 Queueing Analysis Queuing lengths for the intersections in this study generally are predicted to be less than two vehicles (equivalent to less than approximately 50 feet in length based on an assumed 25-foot vehicle length). However, the intersection of Private Drive 1 & Willox Lane will have a large queue length of approximately 225 feet. This queue length here is expected to adjust organically as the network vicinity operations are efficient enough to handle additional traffic volumes. The queue lengths are listed in Table 4. Table 4: Queue Lengths 2023 BACKGROUND 2023 BACKGROUND + SITE AM PM AM PM Intersection Traffic Control Movement 95th %ile Q (Feet) 95th %ile Q (Feet) 95th %ile Q (Feet) 95th %ile Q (Feet) Stop NB 50 225 50 225 Stop SB 50 150 50 150 None EB 25 25 25 25 Private Drive 1 & Willox LN None WB 0 0 0 0 Stop NB 0 0 0 0Private Drive 3 & Willox Ln None WB 0 0 0 0 None NB 25 25 25 25 Stop SB 25 25 25 25 None EB 25 25 25 25 Private Drive 1 & Bristlecone Dr None WB 0 0 0 0 Stop SB 0 25 0 25Private Drive 2 & Bristlecone Dr None EB 0 0 0 25 Stop SB 0 0 0 0Private Drive 3 & Bristlecone Dr None EB 0 0 0 0 Roundabout EB 25 25 25 25 Roundabout SB 50 50 50 50 Roundabout WB 0 0 0 0 Private Drive 2 & Willox LN Roundabout NB 25 25 25 25DRAFT Duncan Dog Park Development Transportation Impact Study Project No. 021-04575 September 2021 021-0457 16 4.3.3 Pedestrian Analysis Pedestrian access to the commercial site is expected to originate from the nearby residential, commercial, and industrial land-uses. The proposed site includes pedestrian walkways to navigate the existing parking lot. The existing lots adjacent to the site have sidewalks and ADA accessible ramps that will tie into the proposed site. The pedestrian analysis worksheet is in Appendix A, and included here, in Exhibit 1. Exhibit 1: Pedestrian Analysis Worksheet 5.RECOMMENDATIONS AND CONCLUSIONS The purpose of this study is to establish the expected traffic volumes that would be generated by the Duncan Dog Park Development east of North College Avenue between Willox Lane and Bristlecone Drive in Fort Collins, Colorado. Based on the preceding analysis, the following can be concluded: The site is expected to generate 859 daily trips, 35 AM peak hour trips, and 103 PM peak hour trips. The traffic generated by the site is not expected to significantly impact the surrounding roadway network. Due to assumed background traffic growth, by 2023 the intersection of Willox Lane and Private Drive 1 is expected to LOS F rating for the northbound approach. It is expected that as delay increases at this movement that traffic within this shopping center will utilize alternate routes which can handle this demand shift, specifically the roundabout at Private Drive 1 and Willox.DRAFT APPENDIX A LCUASS Forms DRAFT Chapter 4 – Attachments Page 4-38 Larimer County Urban Area Street Standards – Repealed and Reenacted April 1, 2007 Adopted by Larimer County, City of Loveland, City of Fort Collins Attachment A Transportation Impact Study Base Assumptions Project Information Project Name Project Location TIS Assumptions Type of Study Full: Intermediate: Study Area Boundaries North: South: East: West: Study Years Short Range: Long Range: Future Traffic Growth Rate Study Intersections 1. All access drives 5. 2. 6. 3. 7. 4. 8. Time Period for Study AM: 7:00-9:00 PM: 4:00-6:00 Sat Noon: Trip Generation Rates Trip Adjustment Factors Passby: Captive Market: Overall Trip Distribution SEE ATTACHED SKETCH Mode Split Assumptions Committed Roadway Improvements Other Traffic Studies Areas Requiring Special Study Date: Traffic Engineer: Local Entity Engineer: Dog Day Care & Bar, PDR210009 1524 N College Ave X Wilox Lane Bristlecone Dr. Private Road Private Road 2023 n/a 2% Wilox Ln & Private Dr (E) Wilox Ln & Private Dr (W) Bristlecone & Private Dr (W) Bristlecone & Private Dr (E) n/a Day Care Center (565), Drinking Place (925) n/a 10% 100% Auto Please include the Pedestrian LOS worksheet in main portion of TIS, not in the Appendix. 6/14/2021 Steven Gilchrist May need to provide more operational details in regard to the "dog park" areas. Is this open to public or just to patrons of your facility?DRAFT Chapter 4 – Attachments Larimer County Urban Area Street Standards – Repealed and Reenacted April 1, 2007 Page 4-39 Adopted by Larimer County, City of Loveland, City of Fort Collins Attachment B Transportation Impact Study Pedestrian Analysis Worksheet DESTINATION Origin (project land use) Rec. Res. Inst. Ofc/Bus. Com. Ind. Other (Specify) Recreation 1) Residential Institution (school, church, civic) Office/Business Commercial Industrial Other (specify) INSTRUCTIONS: Identify the pedestrian destinations within 1320’ (1.5 miles for schools) of the project boundary in the spaces above. The pedestrian Level of Service for the facility/corridor linking these destinations to the project site will be based on the directness, continuity, types of street crossings, walkway surface condition, visual interest/amenity, and security of the selected route(s).  12 Dwelling units or more. X X X DRAFT 16,004.1 4 s f 6,616.34 sf 2,633.02 sf 5,094.06 sf DRAFT ITE 10th EdTrip Gen. Daily Mixed-Use Net DailyCode/Page Land Use SizeAvg. Rate/Eq. Trips Reduction Trips Enter Exit Enter Exit565/243 Day Care Center*20 Students (dogs)4.0982 10% 74 50% 50% 37 37925Drinking Place6,600 1,000 gsf - 750 10% 675 50% 50% 337 337Total832 748 374 374ITE 10th EdTrip Gen. AM Peak Mixed-Use Net AMCode/Page Land Use SizeAvg. Rate/Eq. Trips Reduction Peak Trips Enter Exit EnterExit565/244 Day Care Center*20 Students (dogs) 0.78 16 10% 14 26% 74% 4 10925/2748 Drinking Place6,600 1,000 gsf 0.00 0 10% 0 100% 0 0Total16 14 4 10ITE 10th EdTrip Gen. PM Peak Mixed-Use Net PMCode/Page Land Use SizeAvg. Rate/Eq. Peak Trips Reduction Peak Trips Enter ExitEnter Exit565/245 Day Care Center*20 Students (dogs) 0.79 16 10% 14 61% 39% 9 6925/2747 Drinking Place6,600 1,000 gsf 11.36 75 10% 67 100% 0 67Total91 82 9 73July, 2021Trip GenerationITE TRIP GENERATION (10TH ED)Dog Park & BarFort Collins, CODaily Trip GenerationTrip Distribution Total Daily TripsAM Peak Hour TripsTrip Distribution Total AM TripsPM Peak Hour TripsTrip Distribution Total PM Trips*Day Care Center used as an initial approximation for trips. Final determination for how to estimate trips to be determined upon scoping with the City of Fort CollinsDRAFT DRAFT APPENDIX B 2021 & 2023 Background Capacity Analysis& 2023 Background Capacity Analysis DRAFT HCM 6th TWSC 5: Bristlecone Dr & Private Drive 2 09/20/2021 2023 AM Base 7:30 am 08/05/2021 Baseline Synchro 11 Report Page 1 Intersection Int Delay, s/veh 1.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 4 63 12 3 3 6 Future Vol, veh/h 4 63 12 3 3 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 4 68 13 3 3 7 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 16 0 - 0 91 15 Stage 1 - - - - 15 - Stage 2 - - - - 76 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1602 - - - 909 1065 Stage 1 - - - - 1008 - Stage 2 - - - - 947 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1602 - - - 906 1065 Mov Cap-2 Maneuver - - - - 906 - Stage 1 - - - - 1005 - Stage 2 - - - - 947 - Approach EB WB SB HCM Control Delay, s 0.4 0 8.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1602 - - - 1006 HCM Lane V/C Ratio 0.003 - - - 0.01 HCM Control Delay (s) 7.3 0 - - 8.6 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0DRAFT HCM 6th TWSC 6: Bristlecone Dr & Private Drive 3 09/20/2021 2023 AM Base 7:30 am 08/05/2021 Baseline Synchro 11 Report Page 2 Intersection Int Delay, s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 61 17 1 1 1 Future Vol, veh/h 1 61 17 1 1 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 66 18 1 1 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 19 0 - 0 87 19 Stage 1 - - - - 19 - Stage 2 - - - - 68 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1597 - - - 914 1059 Stage 1 - - - - 1004 - Stage 2 - - - - 955 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1597 - - - 913 1059 Mov Cap-2 Maneuver - - - - 913 - Stage 1 - - - - 1003 - Stage 2 - - - - 955 - Approach EB WB SB HCM Control Delay, s 0.1 0 8.7 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1597 - - - 981 HCM Lane V/C Ratio 0.001 - - - 0.002 HCM Control Delay (s) 7.3 0 - - 8.7 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0DRAFT HCM 6th TWSC 8: Private Drive 3 & Willox Ln 09/20/2021 2023 AM Base 7:30 am 08/05/2021 Baseline Synchro 11 Report Page 3 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 250 2 2 225 1 1 Future Vol, veh/h 250 2 2 225 1 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - 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 272 2 2 245 1 1 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 274 0 522 273 Stage 1 - - - - 273 - Stage 2 - - - - 249 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1289 - 515 766 Stage 1 - - - - 773 - Stage 2 - - - - 792 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1289 - 514 766 Mov Cap-2 Maneuver - - - - 514 - Stage 1 - - - - 773 - Stage 2 - - - - 790 - Approach EB WB NB HCM Control Delay, s 0 0.1 10.9 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 615 - - 1289 - HCM Lane V/C Ratio 0.004 - - 0.002 - HCM Control Delay (s) 10.9 - - 7.8 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0 - - 0 -DRAFT HCM 6th TWSC 10: Private Drive 1 & Willox Ln 09/20/2021 2023 AM Base 7:30 am 08/05/2021 Baseline Synchro 11 Report Page 4 Intersection Int Delay, s/veh 5.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 85 230 60 11 203 10 46 21 8 36 11 116 Future Vol, veh/h 85 230 60 11 203 10 46 21 8 36 11 116 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 92 250 65 12 221 11 50 23 9 39 12 126 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 232 0 0 315 0 0 787 723 283 734 750 227 Stage 1 - - - - - - 467 467 - 251 251 - Stage 2 - - - - - - 320 256 - 483 499 - 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 1336 - - 1245 - - 309 352 756 336 340 812 Stage 1 - - - - - - 576 562 - 753 699 - Stage 2 - - - - - - 692 696 - 565 544 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1336 - - 1245 - - 235 319 756 292 308 812 Mov Cap-2 Maneuver - - - - - - 235 319 - 292 308 - Stage 1 - - - - - - 528 515 - 690 691 - Stage 2 - - - - - - 568 688 - 489 498 - Approach EB WB NB SB HCM Control Delay, s 1.8 0.4 23.4 14.9 HCM LOS C B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 276 1336 - - 1245 - - 540 HCM Lane V/C Ratio 0.295 0.069 - - 0.01 - - 0.328 HCM Control Delay (s) 23.4 7.9 0 - 7.9 0 - 14.9 HCM Lane LOS C A A - A A - B HCM 95th %tile Q(veh) 1.2 0.2 - - 0 - - 1.4DRAFT HCM 6th TWSC 11: Bristlecone Dr & Private Drive 1 09/20/2021 2023 AM Base 7:30 am 08/05/2021 Baseline Synchro 11 Report Page 5 Intersection Int Delay, s/veh 4.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 50 19 6 5 6 2 9 9 7 9 28 Future Vol, veh/h 38 50 19 6 5 6 2 9 9 7 9 28 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 41 54 21 7 5 7 2 10 10 8 10 30 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 12 0 0 75 0 0 190 173 65 180 180 9 Stage 1 - - - - - - 147 147 - 23 23 - Stage 2 - - - - - - 43 26 - 157 157 - 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 1607 - - 1524 - - 770 720 999 782 714 1073 Stage 1 - - - - - - 856 775 - 995 876 - Stage 2 - - - - - - 971 874 - 845 768 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1607 - - 1524 - - 722 697 999 748 691 1073 Mov Cap-2 Maneuver - - - - - - 722 697 - 748 691 - Stage 1 - - - - - - 833 754 - 968 872 - Stage 2 - - - - - - 928 870 - 804 747 - Approach EB WB NB SB HCM Control Delay, s 2.6 2.6 9.6 9.2 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 810 1607 - - 1524 - - 908 HCM Lane V/C Ratio 0.027 0.026 - - 0.004 - - 0.053 HCM Control Delay (s) 9.6 7.3 0 - 7.4 0 - 9.2 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.2DRAFT Page 1 of 3 Rodel-Win Report dated 5-Aug-2021 Rodel Version 1.96 Scheme: Scheme-1 Run number 6 Project: Project62030 PM Peak 50% Confidence Level Daylight conditions HCM 2010 Model - Full Geometry Operational Data HCM Lanes and Headways HCM 2016 Bearings and Lanes Leg Leg Names Bearing (deg) Lanes Approach Lanes Entry Lanes Circulating Lanes Exit Lanes 1 Albert Avenue 0 1 1 1 1 2 Brian Close 90 1 1 1 1 3 Colin Crescent 180 1 1 1 1 4 David Street 270 1 1 1 1 HCM 2016 Default Headways (secs) Lanes Entry Circ Lane-1 tf tc Lane-2 tf tc Bypass Lane tf tc 1 1 2.6087 4.9765 2.6087 4.9765 1 2 2.5352 4.3275 2.5352 4.3275 2 2 2.6667 4.6455 2.5352 4.3275 2 1 2.5352 4.5435 2.5352 4.5435 HCM 2016 Calibrated Headways (secs) Lanes Entry Circ Lane-1 tf tc Lane-2 tf tc Bypass Lane tf tc 1 1 3.186 5.193 3.186 5.193 1 2 3.186 4.113 3.186 4.113 2 2 3.186 4.293 3.186 4.113 2 1 3.186 5.193 3.186 5.193 Willox West Dr. 2 North Willox East Dr. 2 South DRAFT Page 2 of 3 Rodel-Win Report dated 5-Aug-2021 Rodel Version 1.96 Scheme: Scheme-1 Run number 6 Project: Project62030 PM Peak 50% Confidence Level Daylight conditions HCM 2010 Model - Full Geometry HCM 2016 Derived Intercept and Exponential for HCM or Calibration Leg Leg Names Intercept (pcs/hr) tf L1 L2 Bp Exponent (×1000) tf, tc L1 L2 Bp 1 Albert Avenue HCM 1380 HCM 1.02 2 Brian Close HCM 1380 HCM 1.02 3 Colin Crescent HCM 1380 HCM 1.02 4 David Street HCM 1380 HCM 1.02 HCM 2016 Flow Profiles Leg Leg Names Entry Lane Proportions Left Lane Right Lane ByPass Capacity Modifiers (veh/hr) Bypass Type Capacity + or - Crosswalk Factor Peak Hour Factor 1 Albert Avenue 0.00 1.00 None 0 1.000 0.90 2 Brian Close 0.00 1.00 None 0 1.000 0.90 3 Colin Crescent 0.00 1.00 None 0 1.000 0.90 4 David Street 0.00 1.00 None 0 1.000 0.90 HCM 2016 Capacity and Volume Modifiers Leg Leg Names Capacity Modifiers (veh/hr) Capacity + or - Crosswalk Factor Volume Modifiers Trucks % Flow Factor 1 Albert Avenue 0 1.000 5.0 1.00 2 Brian Close 0 1.000 5.0 1.00 3 Colin Crescent 0 1.000 5.0 1.00 4 David Street 0 1.000 5.0 1.00 Willox West Dr. 2 North Willox East Dr. 2 South Willox West Dr. 2 North Willox East Dr. 2 South Willox West Dr. 2 North Willox East Dr. 2 South DRAFT Page 3 of 3 Rodel-Win Report dated 5-Aug-2021 Rodel Version 1.96 Scheme: Scheme-1 Run number 6 Project: Project62030 PM Peak 50% Confidence Level Daylight conditions HCM 2010 Model - Full Geometry Operational Results HCM 2016 - 2030 PM Peak 60 minutes Flows and Capacity Leg Leg Names Flows (veh/hr) Arrival Flow Left Right Bypass Opposing Flow Entry Bypass Capacity (veh/hr) Capacity Left Right Bypass Average VCR Left Right Bypass 1 Albert Avenue 250 50 1245 0.201 2 Brian Close 260 290 964 0.270 3 Colin Crescent 11 262 993 0.011 4 David Street 117 10 1301 0.090 Delays, Queues and Level of Service Leg Leg Names Average Delay (sec) Left Right Bypass Leg 95% Queue (veh) Left Right Bypass Level of Service Left Right Bypass Leg 1 Albert Avenue 3.6 3.6 0.8 A A 2 Brian Close 5.1 5.1 1.1 A A 3 Colin Crescent 3.7 3.7 0.0 A A 4 David Street 3.0 3.0 0.3 A A Willox West Dr. 2 North Willox East Dr. 2 South Willox West Dr. 2 North Willox East Dr. 2 South DRAFT HCM 6th TWSC 5: Bristlecone Dr & Private Drive 2 09/20/2021 2023 PM Base 8:11 am 08/05/2021 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 35 33 7 23 13 Future Vol, veh/h 1 35 33 7 23 13 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 38 36 8 25 14 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 44 0 - 0 80 40 Stage 1 - - - - 40 - Stage 2 - - - - 40 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1564 - - - 922 1031 Stage 1 - - - - 982 - Stage 2 - - - - 982 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1564 - - - 921 1031 Mov Cap-2 Maneuver - - - - 921 - Stage 1 - - - - 981 - Stage 2 - - - - 982 - Approach EB WB SB HCM Control Delay, s 0.2 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1564 - - - 958 HCM Lane V/C Ratio 0.001 - - - 0.041 HCM Control Delay (s) 7.3 0 - - 8.9 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1DRAFT HCM 6th TWSC 6: Bristlecone Dr & Private Drive 3 09/20/2021 2023 PM Base 8:11 am 08/05/2021 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 57 41 1 1 1 Future Vol, veh/h 1 57 41 1 1 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 62 45 1 1 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 46 0 - 0 110 46 Stage 1 - - - - 46 - Stage 2 - - - - 64 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1562 - - - 887 1023 Stage 1 - - - - 976 - Stage 2 - - - - 959 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1562 - - - 886 1023 Mov Cap-2 Maneuver - - - - 886 - Stage 1 - - - - 975 - Stage 2 - - - - 959 - Approach EB WB SB HCM Control Delay, s 0.1 0 8.8 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1562 - - - 950 HCM Lane V/C Ratio 0.001 - - - 0.002 HCM Control Delay (s) 7.3 0 - - 8.8 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0DRAFT HCM 6th TWSC 8: Private Drive 3 & Willox Ln 09/20/2021 2023 PM Base 8:11 am 08/05/2021 Synchro 11 Report Page 3 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 306 2 2 446 2 2 Future Vol, veh/h 306 2 2 446 2 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - 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 333 2 2 485 2 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 335 0 823 334 Stage 1 - - - - 334 - Stage 2 - - - - 489 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1224 - 343 708 Stage 1 - - - - 725 - Stage 2 - - - - 616 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1224 - 342 708 Mov Cap-2 Maneuver - - - - 342 - Stage 1 - - - - 725 - Stage 2 - - - - 615 - Approach EB WB NB HCM Control Delay, s 0 0 12.9 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 461 - - 1224 - HCM Lane V/C Ratio 0.009 - - 0.002 - HCM Control Delay (s) 12.9 - - 7.9 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0 - - 0 -DRAFT HCM 6th TWSC 10: Private Drive 1 & Willox Ln 09/20/2021 2023 PM Base 8:11 am 08/05/2021 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 26.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 146 330 60 11 372 12 70 14 42 35 16 183 Future Vol, veh/h 146 330 60 11 372 12 70 14 42 35 16 183 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 159 359 65 12 404 13 76 15 46 38 17 199 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 417 0 0 424 0 0 1253 1151 392 1175 1177 411 Stage 1 - - - - - - 710 710 - 435 435 - Stage 2 - - - - - - 543 441 - 740 742 - 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 1142 - - 1135 - - 149 198 657 168 191 641 Stage 1 - - - - - - 424 437 - 600 580 - Stage 2 - - - - - - 524 577 - 409 422 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1142 - - 1135 - - 80 159 657 123 154 641 Mov Cap-2 Maneuver - - - - - - 80 159 - 123 154 - Stage 1 - - - - - - 346 357 - 490 572 - Stage 2 - - - - - - 346 569 - 297 344 - Approach EB WB NB SB HCM Control Delay, s 2.4 0.2 183.6 39.2 HCM LOS F E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 123 1142 - - 1135 - - 347 HCM Lane V/C Ratio 1.113 0.139 - - 0.011 - - 0.733 HCM Control Delay (s) 183.6 8.7 0 - 8.2 0 - 39.2 HCM Lane LOS F A A - A A - E HCM 95th %tile Q(veh) 8.1 0.5 - - 0 - - 5.6DRAFT HCM 6th TWSC 11: Bristlecone Dr & Private Drive 1 09/20/2021 2023 PM Base 8:11 am 08/05/2021 Synchro 11 Report Page 5 Intersection Int Delay, s/veh 6.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 31 19 4 12 24 10 3 16 3 15 31 32 Future Vol, veh/h 31 19 4 12 24 10 3 16 3 15 31 32 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 34 21 4 13 26 11 3 17 3 16 34 35 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 37 0 0 25 0 0 183 154 23 159 151 32 Stage 1 - - - - - - 91 91 - 58 58 - Stage 2 - - - - - - 92 63 - 101 93 - 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 1574 - - 1589 - - 778 738 1054 807 741 1042 Stage 1 - - - - - - 916 820 - 954 847 - Stage 2 - - - - - - 915 842 - 905 818 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1574 - - 1589 - - 709 716 1054 771 719 1042 Mov Cap-2 Maneuver - - - - - - 709 716 - 771 719 - Stage 1 - - - - - - 896 802 - 933 840 - Stage 2 - - - - - - 842 835 - 863 800 - Approach EB WB NB SB HCM Control Delay, s 4.2 1.9 10 9.8 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 748 1574 - - 1589 - - 836 HCM Lane V/C Ratio 0.032 0.021 - - 0.008 - - 0.101 HCM Control Delay (s) 10 7.3 0 - 7.3 0 - 9.8 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.3DRAFT Page 1 of 3 Rodel-Win Report dated 5-Aug-2021 Rodel Version 1.96 Scheme: Scheme-1 Run number 6 Project: Project62030 PM Peak 50% Confidence Level Daylight conditions HCM 2010 Model - Full Geometry Operational Data HCM Lanes and Headways HCM 2016 Bearings and Lanes Leg Leg Names Bearing (deg) Lanes Approach Lanes Entry Lanes Circulating Lanes Exit Lanes 1 Albert Avenue 0 1 1 1 1 2 Brian Close 90 1 1 1 1 3 Colin Crescent 180 1 1 1 1 4 David Street 270 1 1 1 1 HCM 2016 Default Headways (secs) Lanes Entry Circ Lane-1 tf tc Lane-2 tf tc Bypass Lane tf tc 1 1 2.6087 4.9765 2.6087 4.9765 1 2 2.5352 4.3275 2.5352 4.3275 2 2 2.6667 4.6455 2.5352 4.3275 2 1 2.5352 4.5435 2.5352 4.5435 HCM 2016 Calibrated Headways (secs) Lanes Entry Circ Lane-1 tf tc Lane-2 tf tc Bypass Lane tf tc 1 1 3.186 5.193 3.186 5.193 1 2 3.186 4.113 3.186 4.113 2 2 3.186 4.293 3.186 4.113 2 1 3.186 5.193 3.186 5.193 Willox West Dr. 2 North Willox East Dr. 2 South DRAFT Page 2 of 3 Rodel-Win Report dated 5-Aug-2021 Rodel Version 1.96 Scheme: Scheme-1 Run number 6 Project: Project62030 PM Peak 50% Confidence Level Daylight conditions HCM 2010 Model - Full Geometry HCM 2016 Derived Intercept and Exponential for HCM or Calibration Leg Leg Names Intercept (pcs/hr) tf L1 L2 Bp Exponent (×1000) tf, tc L1 L2 Bp 1 Albert Avenue HCM 1380 HCM 1.02 2 Brian Close HCM 1380 HCM 1.02 3 Colin Crescent HCM 1380 HCM 1.02 4 David Street HCM 1380 HCM 1.02 HCM 2016 Flow Profiles Leg Leg Names Entry Lane Proportions Left Lane Right Lane ByPass Capacity Modifiers (veh/hr) Bypass Type Capacity + or - Crosswalk Factor Peak Hour Factor 1 Albert Avenue 0.00 1.00 None 0 1.000 0.90 2 Brian Close 0.00 1.00 None 0 1.000 0.90 3 Colin Crescent 0.00 1.00 None 0 1.000 0.90 4 David Street 0.00 1.00 None 0 1.000 0.90 HCM 2016 Capacity and Volume Modifiers Leg Leg Names Capacity Modifiers (veh/hr) Capacity + or - Crosswalk Factor Volume Modifiers Trucks % Flow Factor 1 Albert Avenue 0 1.000 5.0 1.00 2 Brian Close 0 1.000 5.0 1.00 3 Colin Crescent 0 1.000 5.0 1.00 4 David Street 0 1.000 5.0 1.00 Willox West Dr. 2 North Willox East Dr. 2 South Willox West Dr. 2 North Willox East Dr. 2 South Willox West Dr. 2 North Willox East Dr. 2 South DRAFT Page 3 of 3 Rodel-Win Report dated 5-Aug-2021 Rodel Version 1.96 Scheme: Scheme-1 Run number 6 Project: Project62030 PM Peak 50% Confidence Level Daylight conditions HCM 2010 Model - Full Geometry Operational Results HCM 2016 - 2030 PM Peak 60 minutes Flows and Capacity Leg Leg Names Flows (veh/hr) Arrival Flow Left Right Bypass Opposing Flow Entry Bypass Capacity (veh/hr) Capacity Left Right Bypass Average VCR Left Right Bypass 1 Albert Avenue 250 50 1245 0.201 2 Brian Close 260 290 964 0.270 3 Colin Crescent 11 262 993 0.011 4 David Street 117 10 1301 0.090 Delays, Queues and Level of Service Leg Leg Names Average Delay (sec) Left Right Bypass Leg 95% Queue (veh) Left Right Bypass Level of Service Left Right Bypass Leg 1 Albert Avenue 3.6 3.6 0.8 A A 2 Brian Close 5.1 5.1 1.1 A A 3 Colin Crescent 3.7 3.7 0.0 A A 4 David Street 3.0 3.0 0.3 A A Willox West Dr. 2 North Willox East Dr. 2 South Willox West Dr. 2 North Willox East Dr. 2 South DRAFT DRAFT APPENDIX C 2023 Background + Site Capacity Analysis Report DRAFT HCM 6th TWSC 5: Bristlecone Dr & Private Drive 2 09/20/2021 2023 AM Base + Site 8:11 am 08/05/2021 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 2.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 9 63 12 3 3 19 Future Vol, veh/h 9 63 12 3 3 19 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 10 68 13 3 3 21 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 16 0 - 0 103 15 Stage 1 - - - - 15 - Stage 2 - - - - 88 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1602 - - - 895 1065 Stage 1 - - - - 1008 - Stage 2 - - - - 935 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1602 - - - 890 1065 Mov Cap-2 Maneuver - - - - 890 - Stage 1 - - - - 1002 - Stage 2 - - - - 935 - Approach EB WB SB HCM Control Delay, s 0.9 0 8.6 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1602 - - - 1037 HCM Lane V/C Ratio 0.006 - - - 0.023 HCM Control Delay (s) 7.3 0 - - 8.6 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1DRAFT HCM 6th TWSC 6: Bristlecone Dr & Private Drive 3 09/20/2021 2023 AM Base + Site 8:11 am 08/05/2021 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 0.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 61 17 2 4 1 Future Vol, veh/h 1 61 17 2 4 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 66 18 2 4 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 20 0 - 0 87 19 Stage 1 - - - - 19 - Stage 2 - - - - 68 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1596 - - - 914 1059 Stage 1 - - - - 1004 - Stage 2 - - - - 955 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1596 - - - 913 1059 Mov Cap-2 Maneuver - - - - 913 - Stage 1 - - - - 1003 - Stage 2 - - - - 955 - Approach EB WB SB HCM Control Delay, s 0.1 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1596 - - - 939 HCM Lane V/C Ratio 0.001 - - - 0.006 HCM Control Delay (s) 7.3 0 - - 8.9 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0DRAFT HCM 6th TWSC 8: Private Drive 3 & Willox Ln 09/20/2021 2023 AM Base + Site 8:11 am 08/05/2021 Synchro 11 Report Page 3 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 255 2 3 225 1 2 Future Vol, veh/h 255 2 3 225 1 2 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - 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 277 2 3 245 1 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 279 0 529 278 Stage 1 - - - - 278 - Stage 2 - - - - 251 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1284 - 510 761 Stage 1 - - - - 769 - Stage 2 - - - - 791 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1284 - 509 761 Mov Cap-2 Maneuver - - - - 509 - Stage 1 - - - - 769 - Stage 2 - - - - 789 - Approach EB WB NB HCM Control Delay, s 0 0.1 10.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 653 - - 1284 - HCM Lane V/C Ratio 0.005 - - 0.003 - HCM Control Delay (s) 10.5 - - 7.8 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0 - - 0 -DRAFT HCM 6th TWSC 10: Private Drive 1 & Willox Ln 09/20/2021 2023 AM Base + Site 8:11 am 08/05/2021 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 5.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 85 232 60 11 208 10 46 21 8 36 11 116 Future Vol, veh/h 85 232 60 11 208 10 46 21 8 36 11 116 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 92 252 65 12 226 11 50 23 9 39 12 126 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 237 0 0 317 0 0 794 730 285 741 757 232 Stage 1 - - - - - - 469 469 - 256 256 - Stage 2 - - - - - - 325 261 - 485 501 - 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 1330 - - 1243 - - 306 349 754 332 337 807 Stage 1 - - - - - - 575 561 - 749 696 - Stage 2 - - - - - - 687 692 - 563 543 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1330 - - 1243 - - 232 316 754 288 305 807 Mov Cap-2 Maneuver - - - - - - 232 316 - 288 305 - Stage 1 - - - - - - 526 513 - 685 688 - Stage 2 - - - - - - 563 684 - 487 497 - Approach EB WB NB SB HCM Control Delay, s 1.8 0.4 23.8 15 HCM LOS C C Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 272 1330 - - 1243 - - 535 HCM Lane V/C Ratio 0.3 0.069 - - 0.01 - - 0.331 HCM Control Delay (s) 23.8 7.9 0 - 7.9 0 - 15 HCM Lane LOS C A A - A A - C HCM 95th %tile Q(veh) 1.2 0.2 - - 0 - - 1.4DRAFT HCM 6th TWSC 11: Bristlecone Dr & Private Drive 1 09/20/2021 2023 AM Base + Site 8:11 am 08/05/2021 Synchro 11 Report Page 5 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 38 55 19 6 18 6 2 9 9 7 9 28 Future Vol, veh/h 38 55 19 6 18 6 2 9 9 7 9 28 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 41 60 21 7 20 7 2 10 10 8 10 30 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 27 0 0 81 0 0 211 194 71 201 201 24 Stage 1 - - - - - - 153 153 - 38 38 - Stage 2 - - - - - - 58 41 - 163 163 - 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 1587 - - 1517 - - 746 701 991 757 695 1052 Stage 1 - - - - - - 849 771 - 977 863 - Stage 2 - - - - - - 954 861 - 839 763 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1587 - - 1517 - - 699 679 991 723 673 1052 Mov Cap-2 Maneuver - - - - - - 699 679 - 723 673 - Stage 1 - - - - - - 826 750 - 951 859 - Stage 2 - - - - - - 911 857 - 798 742 - Approach EB WB NB SB HCM Control Delay, s 2.5 1.5 9.7 9.3 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 794 1587 - - 1517 - - 886 HCM Lane V/C Ratio 0.027 0.026 - - 0.004 - - 0.054 HCM Control Delay (s) 9.7 7.3 0 - 7.4 0 - 9.3 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.2DRAFT Page 1 of 3 Rodel-Win Report dated 5-Aug-2021 Rodel Version 1.96 Scheme: Scheme-1 Run number 6 Project: Project62030 PM Peak 50% Confidence Level Daylight conditions HCM 2010 Model - Full Geometry Operational Data HCM Lanes and Headways HCM 2016 Bearings and Lanes Leg Leg Names Bearing (deg) Lanes Approach Lanes Entry Lanes Circulating Lanes Exit Lanes 1 Albert Avenue 0 1 1 1 1 2 Brian Close 90 1 1 1 1 3 Colin Crescent 180 1 1 1 1 4 David Street 270 1 1 1 1 HCM 2016 Default Headways (secs) Lanes Entry Circ Lane-1 tf tc Lane-2 tf tc Bypass Lane tf tc 1 1 2.6087 4.9765 2.6087 4.9765 1 2 2.5352 4.3275 2.5352 4.3275 2 2 2.6667 4.6455 2.5352 4.3275 2 1 2.5352 4.5435 2.5352 4.5435 HCM 2016 Calibrated Headways (secs) Lanes Entry Circ Lane-1 tf tc Lane-2 tf tc Bypass Lane tf tc 1 1 3.186 5.193 3.186 5.193 1 2 3.186 4.113 3.186 4.113 2 2 3.186 4.293 3.186 4.113 2 1 3.186 5.193 3.186 5.193 Willox West Dr. 2 North Willox East Dr. 2 South DRAFT Page 2 of 3 Rodel-Win Report dated 5-Aug-2021 Rodel Version 1.96 Scheme: Scheme-1 Run number 6 Project: Project62030 PM Peak 50% Confidence Level Daylight conditions HCM 2010 Model - Full Geometry HCM 2016 Derived Intercept and Exponential for HCM or Calibration Leg Leg Names Intercept (pcs/hr) tf L1 L2 Bp Exponent (×1000) tf, tc L1 L2 Bp 1 Albert Avenue HCM 1380 HCM 1.02 2 Brian Close HCM 1380 HCM 1.02 3 Colin Crescent HCM 1380 HCM 1.02 4 David Street HCM 1380 HCM 1.02 HCM 2016 Flow Profiles Leg Leg Names Entry Lane Proportions Left Lane Right Lane ByPass Capacity Modifiers (veh/hr) Bypass Type Capacity + or - Crosswalk Factor Peak Hour Factor 1 Albert Avenue 0.00 1.00 None 0 1.000 0.90 2 Brian Close 0.00 1.00 None 0 1.000 0.90 3 Colin Crescent 0.00 1.00 None 0 1.000 0.90 4 David Street 0.00 1.00 None 0 1.000 0.90 HCM 2016 Capacity and Volume Modifiers Leg Leg Names Capacity Modifiers (veh/hr) Capacity + or - Crosswalk Factor Volume Modifiers Trucks % Flow Factor 1 Albert Avenue 0 1.000 5.0 1.00 2 Brian Close 0 1.000 5.0 1.00 3 Colin Crescent 0 1.000 5.0 1.00 4 David Street 0 1.000 5.0 1.00 Willox West Dr. 2 North Willox East Dr. 2 South Willox West Dr. 2 North Willox East Dr. 2 South Willox West Dr. 2 North Willox East Dr. 2 South DRAFT Page 3 of 3 Rodel-Win Report dated 5-Aug-2021 Rodel Version 1.96 Scheme: Scheme-1 Run number 6 Project: Project62030 PM Peak 50% Confidence Level Daylight conditions HCM 2010 Model - Full Geometry Operational Results HCM 2016 - 2030 PM Peak 60 minutes Flows and Capacity Leg Leg Names Flows (veh/hr) Arrival Flow Left Right Bypass Opposing Flow Entry Bypass Capacity (veh/hr) Capacity Left Right Bypass Average VCR Left Right Bypass 1 Albert Avenue 250 50 1245 0.201 2 Brian Close 260 290 964 0.270 3 Colin Crescent 11 262 993 0.011 4 David Street 117 10 1301 0.090 Delays, Queues and Level of Service Leg Leg Names Average Delay (sec) Left Right Bypass Leg 95% Queue (veh) Left Right Bypass Level of Service Left Right Bypass Leg 1 Albert Avenue 3.6 3.6 0.8 A A 2 Brian Close 5.1 5.1 1.1 A A 3 Colin Crescent 3.7 3.7 0.0 A A 4 David Street 3.0 3.0 0.3 A A Willox West Dr. 2 North Willox East Dr. 2 South Willox West Dr. 2 North Willox East Dr. 2 South DRAFT HCM 6th TWSC 5: Bristlecone Dr & Private Drive 2 09/20/2021 2023 PM Base + Site 8:11 am 08/05/2021 Synchro 11 Report Page 1 Intersection Int Delay, s/veh 4.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 34 35 33 7 23 32 Future Vol, veh/h 34 35 33 7 23 32 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 37 38 36 8 25 35 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 44 0 - 0 152 40 Stage 1 - - - - 40 - Stage 2 - - - - 112 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1564 - - - 840 1031 Stage 1 - - - - 982 - Stage 2 - - - - 913 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1564 - - - 820 1031 Mov Cap-2 Maneuver - - - - 820 - Stage 1 - - - - 958 - Stage 2 - - - - 913 - Approach EB WB SB HCM Control Delay, s 3.6 0 9.1 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1564 - - - 931 HCM Lane V/C Ratio 0.024 - - - 0.064 HCM Control Delay (s) 7.4 0 - - 9.1 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0.1 - - - 0.2DRAFT HCM 6th TWSC 6: Bristlecone Dr & Private Drive 3 09/20/2021 2023 PM Base + Site 8:11 am 08/05/2021 Synchro 11 Report Page 2 Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 57 41 6 4 1 Future Vol, veh/h 1 57 41 6 4 1 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 62 45 7 4 1 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 52 0 - 0 113 49 Stage 1 - - - - 49 - Stage 2 - - - - 64 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1554 - - - 884 1020 Stage 1 - - - - 973 - Stage 2 - - - - 959 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1554 - - - 883 1020 Mov Cap-2 Maneuver - - - - 883 - Stage 1 - - - - 972 - Stage 2 - - - - 959 - Approach EB WB SB HCM Control Delay, s 0.1 0 9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1554 - - - 907 HCM Lane V/C Ratio 0.001 - - - 0.006 HCM Control Delay (s) 7.3 0 - - 9 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0DRAFT HCM 6th TWSC 8: Private Drive 3 & Willox Ln 09/20/2021 2023 PM Base + Site 8:11 am 08/05/2021 Synchro 11 Report Page 3 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 312 2 2 456 2 4 Future Vol, veh/h 312 2 2 456 2 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 0 - 0 - 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 339 2 2 496 2 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 341 0 840 340 Stage 1 - - - - 340 - Stage 2 - - - - 500 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1218 - 335 702 Stage 1 - - - - 721 - Stage 2 - - - - 609 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1218 - 334 702 Mov Cap-2 Maneuver - - - - 334 - Stage 1 - - - - 721 - Stage 2 - - - - 608 - Approach EB WB NB HCM Control Delay, s 0 0 12.1 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 513 - - 1218 - HCM Lane V/C Ratio 0.013 - - 0.002 - HCM Control Delay (s) 12.1 - - 8 - HCM Lane LOS B - - A - HCM 95th %tile Q(veh) 0 - - 0 -DRAFT HCM 6th TWSC 10: Private Drive 1 & Willox Ln 09/20/2021 2023 PM Base + Site 8:11 am 08/05/2021 Synchro 11 Report Page 4 Intersection Int Delay, s/veh 28.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 146 343 60 11 379 12 70 14 42 35 16 183 Future Vol, veh/h 146 343 60 11 379 12 70 14 42 35 16 183 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 159 373 65 12 412 13 76 15 46 38 17 199 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 425 0 0 438 0 0 1275 1173 406 1197 1199 419 Stage 1 - - - - - - 724 724 - 443 443 - Stage 2 - - - - - - 551 449 - 754 756 - 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 1134 - - 1122 - - 144 192 645 163 185 634 Stage 1 - - - - - - 417 430 - 594 576 - Stage 2 - - - - - - 519 572 - 401 416 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1134 - - 1122 - - ~ 76 154 645 119 148 634 Mov Cap-2 Maneuver - - - - - - ~ 76 154 - 119 148 - Stage 1 - - - - - - 339 350 - 483 568 - Stage 2 - - - - - - 340 564 - 290 338 - Approach EB WB NB SB HCM Control Delay, s 2.3 0.2 207.1 41.5 HCM LOS F E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 117 1134 - - 1122 - - 339 HCM Lane V/C Ratio 1.171 0.14 - - 0.011 - - 0.75 HCM Control Delay (s) 207.1 8.7 0 - 8.2 0 - 41.5 HCM Lane LOS F A A - A A - E HCM 95th %tile Q(veh) 8.5 0.5 - - 0 - - 5.8 Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoonDRAFT HCM 6th TWSC 11: Bristlecone Dr & Private Drive 1 09/20/2021 2023 PM Base + Site 8:11 am 08/05/2021 Synchro 11 Report Page 5 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 31 52 4 12 43 10 3 16 3 15 31 32 Future Vol, veh/h 31 52 4 12 43 10 3 16 3 15 31 32 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 34 57 4 13 47 11 3 17 3 16 34 35 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 58 0 0 61 0 0 240 211 59 216 208 53 Stage 1 - - - - - - 127 127 - 79 79 - Stage 2 - - - - - - 113 84 - 137 129 - 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 1546 - - 1542 - - 714 686 1007 740 689 1014 Stage 1 - - - - - - 877 791 - 930 829 - Stage 2 - - - - - - 892 825 - 866 789 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1546 - - 1542 - - 647 664 1007 705 667 1014 Mov Cap-2 Maneuver - - - - - - 647 664 - 705 667 - Stage 1 - - - - - - 857 773 - 909 822 - Stage 2 - - - - - - 819 818 - 824 771 - Approach EB WB NB SB HCM Control Delay, s 2.6 1.4 10.4 10.1 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 694 1546 - - 1542 - - 785 HCM Lane V/C Ratio 0.034 0.022 - - 0.008 - - 0.108 HCM Control Delay (s) 10.4 7.4 0 - 7.4 0 - 10.1 HCM Lane LOS B A A - A A - B HCM 95th %tile Q(veh) 0.1 0.1 - - 0 - - 0.4DRAFT Page 1 of 3 Rodel-Win Report dated 5-Aug-2021 Rodel Version 1.96 Scheme: Scheme-1 Run number 6 Project: Project62030 PM Peak 50% Confidence Level Daylight conditions HCM 2010 Model - Full Geometry Operational Data HCM Lanes and Headways HCM 2016 Bearings and Lanes Leg Leg Names Bearing (deg) Lanes Approach Lanes Entry Lanes Circulating Lanes Exit Lanes 1 Albert Avenue 0 1 1 1 1 2 Brian Close 90 1 1 1 1 3 Colin Crescent 180 1 1 1 1 4 David Street 270 1 1 1 1 HCM 2016 Default Headways (secs) Lanes Entry Circ Lane-1 tf tc Lane-2 tf tc Bypass Lane tf tc 1 1 2.6087 4.9765 2.6087 4.9765 1 2 2.5352 4.3275 2.5352 4.3275 2 2 2.6667 4.6455 2.5352 4.3275 2 1 2.5352 4.5435 2.5352 4.5435 HCM 2016 Calibrated Headways (secs) Lanes Entry Circ Lane-1 tf tc Lane-2 tf tc Bypass Lane tf tc 1 1 3.186 5.193 3.186 5.193 1 2 3.186 4.113 3.186 4.113 2 2 3.186 4.293 3.186 4.113 2 1 3.186 5.193 3.186 5.193 Willox West Dr. 2 North Willox East Dr. 2 South DRAFT Page 2 of 3 Rodel-Win Report dated 5-Aug-2021 Rodel Version 1.96 Scheme: Scheme-1 Run number 6 Project: Project62030 PM Peak 50% Confidence Level Daylight conditions HCM 2010 Model - Full Geometry HCM 2016 Derived Intercept and Exponential for HCM or Calibration Leg Leg Names Intercept (pcs/hr) tf L1 L2 Bp Exponent (×1000) tf, tc L1 L2 Bp 1 Albert Avenue HCM 1380 HCM 1.02 2 Brian Close HCM 1380 HCM 1.02 3 Colin Crescent HCM 1380 HCM 1.02 4 David Street HCM 1380 HCM 1.02 HCM 2016 Flow Profiles Leg Leg Names Entry Lane Proportions Left Lane Right Lane ByPass Capacity Modifiers (veh/hr) Bypass Type Capacity + or - Crosswalk Factor Peak Hour Factor 1 Albert Avenue 0.00 1.00 None 0 1.000 0.90 2 Brian Close 0.00 1.00 None 0 1.000 0.90 3 Colin Crescent 0.00 1.00 None 0 1.000 0.90 4 David Street 0.00 1.00 None 0 1.000 0.90 HCM 2016 Capacity and Volume Modifiers Leg Leg Names Capacity Modifiers (veh/hr) Capacity + or - Crosswalk Factor Volume Modifiers Trucks % Flow Factor 1 Albert Avenue 0 1.000 5.0 1.00 2 Brian Close 0 1.000 5.0 1.00 3 Colin Crescent 0 1.000 5.0 1.00 4 David Street 0 1.000 5.0 1.00 Willox West Dr. 2 North Willox East Dr. 2 South Willox West Dr. 2 North Willox East Dr. 2 South Willox West Dr. 2 North Willox East Dr. 2 South DRAFT Page 3 of 3 Rodel-Win Report dated 5-Aug-2021 Rodel Version 1.96 Scheme: Scheme-1 Run number 6 Project: Project62030 PM Peak 50% Confidence Level Daylight conditions HCM 2010 Model - Full Geometry Operational Results HCM 2016 - 2030 PM Peak 60 minutes Flows and Capacity Leg Leg Names Flows (veh/hr) Arrival Flow Left Right Bypass Opposing Flow Entry Bypass Capacity (veh/hr) Capacity Left Right Bypass Average VCR Left Right Bypass 1 Albert Avenue 250 50 1245 0.201 2 Brian Close 260 290 964 0.270 3 Colin Crescent 11 262 993 0.011 4 David Street 117 10 1301 0.090 Delays, Queues and Level of Service Leg Leg Names Average Delay (sec) Left Right Bypass Leg 95% Queue (veh) Left Right Bypass Level of Service Left Right Bypass Leg 1 Albert Avenue 3.6 3.6 0.8 A A 2 Brian Close 5.1 5.1 1.1 A A 3 Colin Crescent 3.7 3.7 0.0 A A 4 David Street 3.0 3.0 0.3 A A Willox West Dr. 2 North Willox East Dr. 2 South Willox West Dr. 2 North Willox East Dr. 2 South DRAFT DRAFT DRAFT