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PZ - Traffic Impact Study
PREPARED •• PREPARED BY Amber Van Ocker, • ASSOCIATES, INC. LKV Architects 101 S CapitolBoulevard,Suite •1• Transportation Impact Study Cole Valley Christian School TIS Meridian, Idaho Prepared For: Amber Van Ocker,A.I.A NCARB LKV Architects ' 0 2400 Riverwalk Dr. Boise,Idaho 83706 Prepared By: T Kittelson&Associates,Inc. 101 South Capitol Boulevard,Suite 600 Boise,ID 83702 (208)338-2683 Project Principal:Sonia Daleiden,PE PTOE Project Manager:Claire Dougherty,PE Project Analysts: Rebecca Hoffman, EIT Project No.26392 JULY 2022 1 Z/1 XIN Cole Valley Christian School TIS July 2022 Executive Summary TABLE OF CONTENTS ExecutiveSummary................................................................................................................................8 Findings.......................................................................................................................................................................................8 Recommendations....................................................................................................................................................................15 Introduction 18 ProjectDescription....................................................................................................................................................................18 ScopeOf The Report..................................................................................................................................................................19 StudyArea.................................................................................................................................................................................22 Intersection Performance Measures.........................................................................................................................................22 TrafficAnalysis Methodology....................................................................................................................................................23 PerformanceMeasures.............................................................................................................................................................24 ExistingConditions...............................................................................................................................27 SiteConditions and Adjacent Land Uses...................................................................................................................................27 TransportationFacilities............................................................................................................................................................27 ExistingTraffic Operations.........................................................................................................................................................28 Transportation Impact Analysis...........................................................................................................41 Year 2025 Background Traffic Conditions.................................................................................................................................41 ProposedDevelopment Plan.....................................................................................................................................................55 Year 2025 Total Traffic Conditions............................................................................................................................................62 Year2025 Total Traffic Queuing................................................................................................................................................88 Year 2025 Total Traffic Operations,Interim Access Scenario....................................................................................................91 SiteAccess Evaluation...............................................................................................................................................................99 Special Considerations for School District Facilities ..........................................................................103 Conclusions and Recommendations..................................................................................................110 Findings...................................................................................................................................................................................110 Recommendations ..................................................................................................................................................................117 References 120 Iz3 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Executive Summary LIST OF FIGURES Figure1: Site Vicinity Map...................................................................................................................20 Figure2: Proposed Site Plan ................................................................................................................21 Figure 3: Existing Lane Configurations and Traffic Control Devices ....................................................30 Figure 4A: 2021 Existing AM Peak Hour Volumes ...............................................................................30 Figure 413: 2021 Existing PM Peak Hour Volumes................................................................................31 Figure 5A. 2025 Background Traffic Volumes Before SH-16 Extension, Weekday AM Peak Hour......48 Figure 5B. 2025 Background Traffic Volumes Before SH-16 Extension, Weekday PM Peak Hour......49 Figure 6A. 2025 Background Traffic Volumes After SH-16 Extension, Weekday AM Peak Hour........50 Figure 6B. 2025 Background Traffic Volumes After SH-16 Extension, Weekday PM Peak Hour.........51 Figure 7A. Trip Distribution and Assignment: Before SH-16 Extension —Weekday AM Peak Hour....58 Figure 7B. Trip Distribution and Assignment: Before SH-16 Extension —Weekday PM Peak Hour....59 Figure 8A. Trip Distribution and Assignment: After SH-16 Extension—Weekday AM Peak Hours.....60 Figure 8B. Trip Distribution and Assignment: After SH-16 Extension—Weekday PM Peak Hours.....61 Figure 9A. 2025 Total Traffic Volumes— Before SH-16 Extension, Weekday AM ...............................65 Figure 9B. 2025 Total Traffic Volumes — Before SH-16 Extension, Weekday PM................................66 Figure 10A. 2025 Total Traffic Volumes—After SH-16 Weekday AM Peak Hour................................74 Figure 10B. 2025 Total Traffic Volumes—After SH-16 Weekday PM Peak Hour ................................75 Figure 11A. 2025 Total Traffic, Interim Access Scenario— Before SH-16 Extension, Weekday AM....95 Figure 11B. 2025 Total Traffic, Interim Access Scenario — Before SH-16 Extension, Weekday PM ....96 Figure 12A. 2025 Total Traffic, Interim Access Scenario—After SH-16 Extension, Weekday AM.......97 Figure 12B. 2025 Total Traffic, Interim Access Scenario —After SH-16 Extension, Weekday AM.......98 Iz 4 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Executive Summary LIST OF TABLES Table 1.Study Intersections and Corresponding Operational Standards/Desired Thresholds....................................................................24 Table 2.Existing Study Transportation Facilities and Roadways.................................................................................................................27 Table 3.Year 2021 Existing Intersection Operations...................................................................................................................................33 Table 4.Year 2021 Mitigated Existing Conditions at Black Cat Road/McMillan Road...............................................................................36 Table 5.Year 2021 Existing Roadway Segment Operations-Weekday AM and School PM Peak Hour......................................................36 Table 6.Study Intersection Crash Type and Severity Summary,2016-2020...............................................................................................38 Table 7.Roadway Segment Crash Type and Severity Summary,2016-2020...............................................................................................38 Table 8.Year 2025 Background Intersection Operations,Before SH-16-Weekday AM and School PM Peak Hour...................................44 Table 9.Year 2025 Background Intersection Operations,After SH-16-Weekday AM and School PM Peak Hour.....................................46 Table 10.Year 2025 Mitigated Background Conditions at Black Cat Road/McMillan Road......................................................................52 Table 11.2025 Background Traffic Roadway Segment Operations,Before SH-16-Weekday AM and School PM Peak Hour...................53 Table 12.2025 Background Traffic Roadway Segment Operations,After SH-16 Extension-Weekday AM and School PM Peak Hour.....54 Table 13.Cole Valley Christian School Estimated Trip Generation..............................................................................................................56 Table 14.Year 2025 Total Intersection Operations-Before SH-16 Weekday AM and School PM Peak Hour............................................62 Table 15.Total Traffic Roadway Segment Operations-Before SH-16 Weekday AM and School PM Peak Hours......................................67 Table 16.Year 2025 Total Intersection Operations-After SH-16 Weekday AM and School PM Peak Hour..............................................69 Table 17.Total Traffic Roadway Segment Operations-After SH-16 Weekday AM and PM Peak Hours....................................................71 Table 18.Year 2025 Mitigated Total Conditions at Star Road/McMillan Road.........................................................................................76 Table 19.Year 2025 Mitigated Total Conditions at Ersatz Place Road/McMillan Road.............................................................................77 Table 20.Year 2025 Mitigated Total Conditions at McDermott Road/McMillan Road.............................................................................79 Table 21.Year 2025 Mitigated Total Conditions at Black Cat Road/McMillan Road.................................................................................79 Table 22.Total Traffic Roadway Segment Operations-McMillan Road AM Shoulder Hour(before SH-16)..............................................82 Table 23.Total Traffic Roadway Segment Operations-McMillan Road School Peak Shoulder Hours.......................................................83 Table 24.Total Traffic Roadway Segment Operations-McMillan Road School Commuter PM Peak Hour and Shoulder Hour................83 Table 25.Total Traffic Roadway Segment Operations-McMillan Road School Peak Shoulder Hours.......................................................84 Table 26.Total Traffic Roadway Segment Operations-McMillan Road School Commuter PM Peak Hour and Shoulder Hour................84 Table 27.Total Traffic Roadway Segment Operations-McMillan Road School Peak Shoulder Hours.......................................................86 Table 28.Total Traffic Roadway Segment Operations-McMillan Road School Commuter PM Peak Hour and Shoulder Hour................86 Table 29.Total Traffic Roadway Segment Operations-Owyhee Storm Avenue AM Shoulder Hour and PM Commuter Peak and Shoulder Hour 87 Table 30.Year 2025 Total Traffic Conditions 95th Percentile Queuing Analysis.........................................................................................88 Table 31.Year 2025 Interim Total Conditions at Ersatz Place Road/McMillan Road.................................................................................92 Table 32.Year 2025 Owyhee Storm Avenue/McMillan Road Interim Access Scenario 9511 Percentile Queues........................................93 Table 33.Total Traffic Roadway Segment Operations-Interim Before SH-16&After SH-16 Weekday AM and School PM Peak Hours..94 Table34.Turn Lane Analysis Results.........................................................................................................................................................100 IZANINI 5 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Executive Summary APPENDICES Appendix A Proposed Scope of Work Memorandum and Follow-Up Coordination Appendix B Existing Traffic Count Data and Existing Signal Phasing/Timing Sheets Appendix C Year 2021 Existing Traffic Operation Worksheets Appendix D Year 2021 Mitigated Existing Traffic Operations Worksheets Appendix E Crash Data Appendix F Year 2025 Background Traffic Operation Worksheets— Before SH-16 Appendix G Year 2025 Background Traffic Operation Worksheets—After SH-16 Appendix H Year 2025 Mitigated Background Traffic Operation Worksheets Appendix I Year 2025 Total Traffic Operation Worksheets— Before SH-16 Appendix J Year 2025 Total Traffic Operation Worksheets—After SH-16 Appendix K Year 2025 Mitigated Total Traffic Operation Worksheets Appendix L Year 2025 Total Traffic Queueing Mittigation Worksheets Appendix M Year 2025 Interim Access Ersatz Place RI/RO Scenario Appendix N Turn Lane Warrants Iz6 Kittelson&Associates,Inc. Section 1 Executive Summary Cole Valley Christian School TIS July 2022 Executive Summary EXECUTIVE SUMMARY Kittelson & Associates, Inc. (Kittelson) has prepared a Transportation Impact Study (TIS) for the Cole Valley Christian School Development. The proposed Cole Valley Christian School development is a relocation and consolidation of two existing Cole Valley Christian School campuses — the existing elementary school campus in Boise (in the SE corner of the Ustick Road/Maple Grove Road intersection) and the existing high school campus in Meridian (located near Main Street and Carlton Avenue).The new consolidated Cole Valley Christian School campus will be located north of McMillan Road,east of Owyhee Storm Avenue. The proposed site is currently vacant farmland and consists of is approximately 70 acres. The development plan proposes to build a school campus to serve 1,825 students in preschool through grade 12, including sports facilities and parking areas. The anticipated buildout and occupancy year for the consolidated school campus is 2025. The TIS resulted in the following findings and recommendations. FINDINGS Existing Conditions • All study intersections were found to operate acceptably during the existing weekday AM and school PM peak hours, except for: o Black Cat Road/ US 20-26 ■ This intersection operates exceeds ITD's desired LOS D threshold during the school PM peak hour. Additionally, the northbound movement during the AM peak and the westbound movement during the school PM peak hour exceed ITD desired v/c threshold of 0.90. ■ It is noted that ACHD, not ITD, requested analysis of this intersection and the intersection does meet ACHD signalized operating standards. The intersection was recently re-built by ITD in 2021. o Black Cat Road/ McMillan Road ■ This intersection operate at LOS F and has two overcapacity movements during the AM peak hour and the westbound approach operated at LOS F during the school PM peak hour, exceeding ACHD operational standards. ■ The most recent ACHD Integrated Five Year Work plan identifies this intersection as a future multi-lane roundabout. As a roundabout or an interim traffic signal, the intersection will operate acceptably under existing conditions. • All study roadway segments operate within the ACHD volume threshold under existing conditions except for: o McMillan Road (Black Cat Road to Ten Mile Road): During the school PM peak hour,this segment of McMillan Road is expected to experience high westbound volumes. West of San Vito Way, this segment is 2-lanes and east of San Vito Way this segment is 3 lanes. I� 8 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Executive Summary ■ McMillan Road from Black Cat Road to San Vito Way is the segment that is a 2- lane section and has a PM peak directional volume of 363, meeting ACHD standard, while from San Vito Way to Ten Mile Road, where a peak direction volume of 626 is experienced, is a 3-lane section. Conservatively, the overall segment was compared to the 2-1ane standard, but as noted, when considering the sub-segment lane characteristics, each half of the segment meets the corresponding operating standard. ■ While the CIP identifies other adjacent segments of McMillan from Star Road to Black Cat Road as future three-lane minor arterials, it is noted that the segment from Black Cat Road to Ten Mile Road has not been identified. Year 2025 Background Traffic Conditions • Year 2025 background traffic analysis (without inclusion of site-generated traffic) found that all study intersections are expected to operate acceptably during the weekday AM and school PM peak hours under both the before and after SH-16 scenarios with the exceptions of: o Black Cat Road/ US 20-26 ■ Similar to existing conditions, under both the before and after SH-16 scenarios, this intersection operates at LOS E during the school PM peak hour, exceeding ITD's desired threshold of LOS D but meeting ACHD LOS standard. Additionally, under both background scenarios, the westbound through-right, eastbound through, and/or northbound through-right movements above ITD's desired v/c ratio (v/c <0.90) during the AM and school PM peak hours but do operate under capacity, meeting ACHD lane group standard except for the northbound through- right lane group. ■ It is noted that ACHD, not ITD, requested analysis of this intersection and the intersection does meet ACHD signalized operating standards. The intersection was recently re-built by ITD in 2021. o Black Cat Road/ McMillan Road ■ This intersection and all movements operate at LOS F during the AM peak hour and the westbound approach operated at LOS F during the school PM peak hour, exceeding ACHD operational standards assuming no background improvements ■ The most recent ACHD Integrated Five Year Work plan identifies this intersection as a future multi-lane roundabout. • Mitigations analyses showed that signal warrants are met, and that the intersection could meet ACHD standards as an interim traffic signal or the planned multilane roundabout. • All study roadway segments operate within the ACHD volume threshold under year 2025 background traffic conditions for the before and after SH-16 scenarios, except for: o McMillan Road (Black Cat Road to Ten Mile Road): As noted under existing conditions, during the school PM peak hour,this segment of McMillan Road is expected to experience high westbound volumes. IZANINI 9 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Executive Summary ■ McMillan Road from Black Cat Road to San Vito Way is the segment that is a 2- lane section and has a PM peak directional volume of 451, meeting ACHD standard, while from San Vito Way to Ten Mile Road, where a peak direction volume of 747 is experienced, is a 3-lane section, but exceeds the ACHD 3-lane minor arterial volume standard. ■ If McMillan Road were reconstructed to provide median-control, with channelized left-turn lanes, or widened to provide more than 1 travel lane in each direction (exceeding the CIP identified 3-lane designation for McMillan Road), ACHD roadway segment volumes threshold could be met. ■ While the CIP identifies other adjacent segments of McMillan from Star Road to Black Cat Road as future three-lane minor arterials, it is noted that the segment from Black Cat Road to Ten Mile Road has not been identified. o Owyhee Storm Avenue (McMillan Road to Ustick Road): During the AM peak hour, the southbound directional volume (451) exceeds ACHD collector 2-lane LOS standard (425) before and after SH-16. If Owyhee Storm Avenue were widened to a 3-lane collector, providing a continuous left-turn lane, the increased ACHD LOS standard (530) could be met. Trip Generation • Cole Valley Christian Schools is proposing to build a new preschool through grade 12 school campus to serve approximately 1,825 students. • The proposed school campus is estimated to generate a total of 4,132 daily net new trip ends, of these 1,614 are estimated to occur in the weekday AM peak hour(916 inbound/698 outbound), and 1,196 are estimated to occur in the weekday school PM peak hour (522 inbound / 674 outbound). Year 2025 Total Traffic Conditions • Year 2025 total traffic analysis found that all study intersections are expected to operate acceptably during the weekday AM and school PM peak hours before and after SH-16 except for: o Black Cat Road/ US 20-26: ■ As under existing and background conditions, this intersection exceeds ITD desired LOS threshold in the school PM peak hour. Additionally, the eastbound, westbound and northbound movements exceed ITD's desired v/c ratio for lane groups (v/c<0.90) but are under capacity in the before SH -16 scenario. In the after-SH-16 scenario, the northbound movement is overcapacity (v/c=1.31,1.13) during the AM and school PM peak hours, exceeding ACHD lane group standard. I10 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Executive Summary ■ If an additional 5 seconds were allocated to the northbound through-right movement, all movements could operate under capacity. With the SH-16 project rebuilding the US 20-26/SH-16 (McDermott Road) intersection, the coordination and timing parameters of the adjacent arterial traffic signals (such as Black Cat Road / US 20-26) should be revisited. It is recommended that with the implementation of the SH-16 project, ACHD and ITD work together to operate in a way to facilitate all movements operating within capacity. o Star Road / McMillan Road: ■ Under both the before and after SH-16 scenarios, the southbound left turn movement is overcapacity, exceeding ACHD lane group standard holding the existing signal timing parameters. In the after SH-16 scenario, the overall intersection v/c is 0.98 during the AM peak hour also exceeding ACHD standard. • Signal timing mitigation adjustments re-allocating time to the future higher volume southbound left-turn movement can allow for all lane groups and the overall intersection to meet ACHD standards. o Ersatz Place/ McMillan Road: ■ The southbound left movement at the Ersatz Place Road / McMillan Road intersection operates at LOS F and overcapacity during the AM and PM peak hours of both the before and after SH-16 scenarios as a stop-controlled movement. ■ Per ACHD policy, signal warrants were evaluated which show the peak hour warrant is met. ■ Installing a traffic signal mitigates the intersection to acceptable operations. The Ersatz Place (Glassford Avenue) / McMillan Road intersection would be located approximately 1,300 feet east of the Owyhee Storm Avenue/McMillan Road which is closer than ACHD preferred half-mile signalized spacing on minor arterials.Additional key considerations include: • Without this access, the school access on Owyhee Storm Avenue will experience significant queuing during peak times (see alternative access scenario). • A traffic signal would provide a signalize crossing of McMillan Road connecting the Gander Creek residential development to Cole Valley Christian School,facilitating a safer crossing of potential students residing near the school. • Ersatz Place could serve as a key access to McMillan Road for other properties located north of McMillan Road that may re-develop, as these areas are identified by the City of Merdian for future low and medium density residential uses. o McDermott Road/ McMillan Road I11 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Executive Summary ■ With the planned extension of SH-16, ITD plans to relocate this intersection east of its current location and change it's functionality— McDermott Road would no longer connect to US 20-26, rather it would serve as a local access road only.Given the planned relocation the intersection of McDermott Road/McMillan Road with the SH-16 project, ACHD has requested that operations only be studied under total traffic conditions for the before SH-16 scenario. ■ In the before SH-16 scenario, the eastbound and westbound movements of this intersection experience long delays resulting in LOS F. Both the eastbound and westbound movements operate above capacity and therefore exceed ACHD operating standards. ■ Per ACHD policy, signal warrants were evaluated which showed the peak hour, four-hour, and eight-hour signal warrants are met, therefore a traffic signal was evaluated. ■ Signalization of this intersection in a typical 3x3 intersection would mitigate is to operate acceptably. However, beginning this summer ITD plans to begin construct local access roads along McMillan Road (including McDermott Road) to provide property access, in order to then construct the SH-16 extension south of US 20- 26. With the planned and funded SH-16 construction, McDermott Road will be disconnected from US-20-26, which will reduce volumes on the north and south approaches to the McDermott Road / McMillan Road intersection. As ITD has funded plans to make fundamental changes to the McDermott Road / McMillan Road intersection with the funded SH-16 project, signalization is not recommended. o Black Cat Road/ McMillan Road ■ As under existing and 2025 background traffic conditions, mitigation is needed at the intersection of Black Cat Road / McMillan Road to operate within ACHD standards. ■ Per ACHD policy, signal warrants were evaluated which showed the peak hour, four hour and eight-hour volume-based MUTCD signal warrants are met under total traffic 2025 volume conditions in both the before and after SH-16 scenarios. ■ An interim traffic signal or the planned multilane roundabout would meet ACHD operating standards in the before SH-16 scenario. In the after SH-16 scenario,the roundabout critical westbound approach is forecast to operate with a v/c of 0.91, exceeding ACHD roundabout v/c standard of<_ 0.85, but meeting the lane group standard of a traffic signal. It is anticipated that the ACHD roundabout design team will further refine roundabout lane configuration needs considering the design life future volumes of the intersection. o Ten Mile Road/ McMillan Road I12 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Executive Summary ■ In both the before and after SH-16 scenarios, the overall intersection operates with an acceptable LOS and with capacity but exceeds ACHD's v/c=0.90 standard during the school PM peak hour. Under both scenarios, all lane groups operate within capacity. ■ The current configuration of this intersection, which includes left and right turn lanes on all approaches, reflects ACHD's planned ultimate configuration as specified in the CIP for McMillan Road and Ten Mile Road. Therefore, since the intersection operates at an acceptable LOS and all lane groups all operate within capacity, no further mitigation was explored. o Star Road/McMillan Road ■ This intersection was recently signalized and meets ACHD operating standards under total traffic conditions, however with the Cole Valley Christian School campus in place,there is an increase in southbound left and westbound right AM peak hour volumes that increases the length of the southbound left-turn queues ■ The current intersection configuration provides the minimum 100 feet of storage for the southbound left-turn movement. If no other intersection widening occurs, it is recommended that the southbound left-turn lane storage be extended to provide 575 feet of storage, which may necessitate widening of Star Road. Alternatively, if a westbound right-turn lane was added to the intersection to provide at least 100 feet of storage, the southbound left-turn storage needs would reduce to 300 feet. It is recommended that the development team and ACHD further coordinate on the preferred configuration of the intersection. o Owyhee Storm Avenue/ McMillan Road ■ Though the recently signalized intersection can meet ACHD operating standards under future conditions, assuming the planned extension of Owyhee Storm Avenue north of McMillan Road, the addition of a fourth leg changes the westbound left-turn storage needs of the intersection. ■ If the next phase of the Gander Creek development does not first widen McMillan Road to three lanes from Ersatz Place (Glassford Avenue) to Owyhee Storm Avenue, directly facilitating extension of the westbound left-turn lane striped storage, the westbound left-turn lane should be extended to provide 275 feet of storage. • The Cole Valley Christian School development is not anticipated to add any site trips to the westbound left-turn movement. • Though four segments of McMillan Road and the Owyhee Storm Avenue segment are forecast to have peak hour, peak directional volumes exceeding ACHD segment standards, the applicable school peak shoulder hour analyses showed all study roadway segments operate within the ACHD IZA 13 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Executive Summary volume thresholds during the school shoulder hours.Therefore, in accordance with ACHD policy, alternative mitigations were explored: o Construction of continuous sidewalk or shared use path, widened shoulders and/or bicycle lanes on Owyhee Storm Avenue from McMillan Road to the northern limit of roadway construction o Construction of Ersatz Place to Collector roadway standards, including continuous sidewalk or shared use path from McMillan Road to the northern limit of the Cole Valley Christian School site o Right-of-way permitting, construction of continuous sidewalk along the north side of McMillan Road, from Owyhee Storm Avenue to Ersatz Place (Glassford Avenue) o Right-of-way permitting, widening of McMillian Road to provide safety shoulders • Analyses of an interim, near-term access scenario which assumes that Ersatz Place cannot be aligned with Glassford Avenue and, therefore, can only function as a right-in, right-out only stop- controlled access to McMillan Road shows: o Restriction of the left-out movement at Ersatz Place results in the Owyhee Storm Avenue/McMillan Road intersection operating above the ACHD intersection v/c standard during the AM peak hour under the before SH 16 scenario. o Under both the before and after SH-16 scenarios, Owyhee Storm Avenue southbound left-turn queues at the Owyhee Storm Avenue/McMillan Road intersection would extend several hundred feet north on Owyhee Storm Avenue, to even beyond the school access driveway. If Owyhee Storm Avenue were extended to the north with further development in the area, additional conflicting through volumes on Owyhee Storm Avenue would significantly degrade the operations of the now primary site driveway. o The southbound Owyhee Storm Avenue AM and PM peak hour volumes would not meet ACHD 3-lane collector segment volume standards. o Though such a configuration could serve Cole Valley Christian School in the near-term, the configuration would not ensure access longevity for the school, particularly if other properties redevelop and extend Owyhee Storm Avenue to the north. Site Access Evaluation • Access spacing for site access points were evaluated using ACHD's access justification and spacing requirements and found that all three proposed site access driveways meet ACHD policy spacing. • The turn lane analysis using ACHD procedures shows turn lane warrants are met at these locations: o Site Access A/Owyhee Storm Avenue ■ Northbound Right-Turn Lane o Site Access C/ Ersatz Place ■ Northbound Left-Turn Lane o Ersatz Place Road/ McMillan Road IZA 14 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Executive Summary ■ Eastbound Left-Turn Lane ■ Westbound Right-Turn Lane o Owyhee Storm Avenue/ McMillan Road ■ Westbound Right-Turn Lane • Sight distance was not evaluated for the planned site access connections to the future roadway extensions since these have yet to be constructed. Sight distance was reviewed along McMillan Road in the general vicinity of the planned extension of Owyhee Storm Avenue and near the planned Ersatz Place connection. Looking east and west along McMillan Road, sight distance exceeds several hundred feet in both directions. Special Considerations for Schools • A school site check list for the development was completed consistent with Idaho Code of Idaho Code 67-6519 (3). The Cole Valley Christian School is unique in its operations as a private school and one where the large majority (if not all) students are driven to and from school by personal vehicle. RECOMMENDATIONS Based on the report's analyses and evaluation findings, the recommendations were developed: • ACHD, ITD and area properties owners should work together to achieve alignment of Ersatz Place with Glassford Avenue, rather than restrict Ersatz Place to right-in, right-out only. As a four- approach intersection,the Ersatz Place/McMillan Road intersection should be signalized to serve the Cole Valley Christian School development. • Though ITD initial plans to construct Ersatz Place as a local access road, Ersatz Place should be built to collector roadway standards if it is to serve as a primary access route to Cole Valley Christian School, and any other parcels that may re-develop north of McMillan Road. • With the SH-16 project rebuilding the US 20-26/SH-16 (McDermott Road) intersection, the coordination and timing parameters of the adjacent arterial traffic signals, such as Black Cat Road / US 20-26, should be revisited. It is recommended that with the implementation of the SH-16 project, ACHD and ITD work together to operate in a way to facilitate all movements operating within capacity. • If the SH-16 project does not re-construction the McMillan Road / McDermott Road intersection prior to the opening of Cole Valley Christian School campus, an interim traffic signal should be provided. • If ACHD's planned construction of a multi-lane roundabout at the Black Cat Road/McMillan Road intersection is not complete prior to the opening of Cole Valley Christian School campus, an interim traffic signal should be considered. IZA 15 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Executive Summary • ACHD and the development team should further coordinate to determine the preferred Star Road / McMillan Road intersection widening/turn lane storage extension. • Given McMillan Road does not meet ACHD roadway segment LOS standards during the school peak hours, but does during the shoulder hours, alterative mitigations for McMillian Road should be implemented such as: o Construction of continuous sidewalk or shared use path, widened shoulders and/or bicycle lanes on Owyhee Storm Avenue from McMillan Road to the northern limit of roadway construction o Construction of Ersatz Place to Collector roadway standards, including continuous sidewalk or shared use path from McMillan Road to the northern limit of the Cole Valley Christian School site o Right-of-way permitting, construction of continuous sidewalk along the north side of McMillan Road, from Owyhee Storm Avenue to Ersatz Place (Glassford Avenue) o Right-of-way permitting, widening of McMillian Road to provide safety shoulders • If the next phase of the Gander Creek development does not first widen McMillan Road to three lanes from Ersatz Place (Glassford Avenue) to Owyhee Storm Avenue, directly facilitating extension of the westbound left-turn lane striped storage, the westbound left-turn lane should be extended to provide 275 feet of storage. o The Cole Valley Christian School development is not anticipated to add any site trips to the westbound left-turn movement. • Construct all site accesses to the development with the following designations: ■ Provide sidewalk connections from the public roadways at site driveways and connect sidewalks onto the school site ■ Site driveways with access to public streets should provide sufficient stacking distance for four vehicles (100 feet) to ensure acceptable operation and accommodate larger vehicles, including utility service and delivery vehicles. ■ Site accesses are assumed to match the existing grade of the connected roadway at the intersection and back at least one car length.Significant changes to the approach grade could impact the sight distances. ■ Shrubbery, weeds, and landscaping near the internal intersections and site access points should be maintained to ensure adequate sight distance. IZA 16 Kittelson&Associates,Inc. Section 2 Introduction Cole Valley Christian School TIS July 2022 Introduction INTRODUCTION Kittelson &Associates, Inc. (Kittelson) has prepared a Transportation Impact Study(TIS)for the proposed Cole Valley Christian School in Meridian, Idaho. The proposed Cole Valley Christian School development is a relocation and consolidation of two existing Cole Valley Christian School campuses — the existing elementary school campus in Boise (in the SE corner of the Ustick Road/Maple Grove Road intersection) and the existing high school campus in Meridian (located near Main Street and Carlton Avenue). The study was prepared in accordance with requirements of the Idaho Transportation Department(ITD) Rules Governing Highway Right-of-Way Encroachment Rights-of-Way (Reference 1) and Ada County Highway District's (ACHD) Policy Manual Section 7106(Reference 2).The TIS examines the current transportation network and addresses the transportation impacts associated with background growth and the proposed school development. PROJECT DESCRIPTION Cole Valley Christian School is proposing to build a new pre-K through grade 12 school campus that will be located on McMillan Road approximately one-quarter mile west of the McMillan Road/McDermott Road intersection in Meridian, Idaho. The proposed Cole Valley Christian School development is a relocation and consolidation of two existing Cole Valley Christian School campuses — the existing elementary school campus in Boise (in the SE corner of the Ustick Road/Maple Grove Road intersection) and the existing high school campus in Meridian (located near Main Street and Carlton Avenue). Figure 1 illustrates the site vicinity map. The proposed school is planned to serve approximately 1,825 students and is anticipated to open for the 2025 school year. Figure 2 illustrates the preliminary development site plan. Access to the proposed school will be via a site driveway to an extension of Owyhee Storm Avenue north of McMillan Road and two site driveways to Ersatz Place, which ITD is planning to build in conjunction with the SH-16 project.The exact location of where Ersatz Place connects to McMillan Road is under revision currently. Initially, ITD design plans showed Ersatz Place constructed offset from the recently constructed Glassford Avenue. Based on recent meetings with ACHD and ITD, and updated communication from ITD's design team, they are looking to update the design plan so that Ersatz Place meets McMillan Road aligned with Glassford Avenue. As the specific right-of-way for that alignment has not been obtained by ITD as of the writing of this report, this study base case future 2025 scenarios assume the re-alignment of Ersatz Place with Glassford Avenue can be achieved to form a typical four approach intersection. However, as Right-Of-Way negotiations are on-going, in case Ersatz Place re- alignment cannot be achieved before Cole Valley Christian School opens, an interim access scenario analysis is also presented with an offset Ersatz Place connecting to McMillan Road as a right-in, right-out only stop-controlled intersection until re-alignment is achieved in the future. In addition to Ersatz Place, ITD currently has funding and is in the final design process for the extension of SH 16 from US 20-26 to 1-84. The current project schedule has the SH 16 extension completed approximately at the same time as the 2025 opening of the proposed Cole Valley Christian School development, however, right-of-way acquisition or other elements may alter this planned schedule. Based on direction from ACHD, future scenario conditions were evaluated both before and after the completion of a SH 16 extension to account for either timing situation. IZA 18 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Introduction SCOPE OF THE REPORT ITD and ACHD reviewed and agreed with the scope, methodology and key assumptions within this TIS in September 2021 and during follow-up coordination in February and March 2022.AppendixA includes the Proposed Scope of Work for the Transportation Impact Analysis memorandum and response emails from ITD and ACHD. This report evaluates the following transportation scenarios: ■ Existing land use and transportation system conditions, including the study intersections and roadways within the site vicinity for the typical weekday AM and school PM peak periods; ■ Estimated local and regional growth in the study area for future year background analyses based on an annual compounded growth rate of 3 percent on all study intersections along McMillan Road and Ustick Road, and 2 percent for all other study intersections; ■ Intersection and segment analysis under year 2025 background traffic conditions(existing counts plus four years of regional growth but not including the specific Cole Valley Christian School Development) during the weekday AM and school PM peak periods; ■ Trip generation and distribution estimates for the proposed Cole Valley Christian School development under a before SH-16 scenario and an after SH-16 scenario; ■ Intersection and segment analysis under year 2025 total traffic conditions (year 2025 background traffic plus site-generated trips) during the weekday AM and school PM peak periods for the development; ■ Identified transportation mitigations at the study intersections under existing, year 2025 background and year 2025 total traffic conditions; ■ Intersection and segment analysis under year 2025 total traffic conditions considering an interim, near-term access solution at Ersatz Place if it cannot be aligned with Glassford Avenue and is a right-in, right-out unsignalized intersection to McMillan Road. ■ Evaluation of site access intersections; ■ Review of Idaho Code 67-6519 (3) school site check list; and ■ Summary of findings and recommendations. I19 Kittelson&Associates,Inc. Cole Volley Christian School TIS July 2022 6 N 44 SITE` -26 55, 84 69 N 20 I �84 0 ADA COUNTY 0 0 E I 0 16 20 28 US 20/26 (Chinden Blvd) Ersatz Place 3 Planned ACHDL CD p Collector Extension of (Owyhee Storm Ave) 0 3 ° SITE rt CD U N � T r McMi Ian Road n � c >° Lr) 004 = n OJ 0 ff U Q 77 77 CD CD w Q rt C rt - 3 Future D SH-16 i o O U Ustick Rd Air 1 - Study Roadway Segment -StudyIntersection Site Vicinity Figure -Study Access Intersection Ada County, Idaho 1 N JUFF1KITTELSON &ASSOCIATES Cole Valley Christian School TIS July 2022 N Ijl 011, s � I I .,L_J o mli� TRF-_, ji 00 IIII o i ' p—•� ---q I i ---- A v v iI — —z.-- — — I I e g N me g �I° v o m o ;lell a °t � I III II I l Based on the latest - I discussions - with ITD,they plan to align 8 I I j Ersatz Place L 10 with Glassford IN Avenue V wry— V I mlo / O tom" uO N fn' V Figure uo Cole Valley Christian School Site Plan g Ada County, Idaho 2 IV/'1 KITTELSON N &ASSOCIATES Cole Valley Christian School TIS July 2022 Introduction STUDY AREA The following study intersections and roadways were identified during the scoping process and included in the analysis: ■ Study Intersections 1. Black Cat Road / US 20-26 2. McMillan Road /Star Road 3. McMillan Road /Owyhee Storm Avenue 4. McMillan Road / Ersatz Place Road 5. McMillan Road / McDermott Road - Before SH-16 Extension Scenario Only 6. McMillan Road / Rustic Oak Way 7. McMillan Road / Black Cat Road 8. McMillan Road /Ten Mile Road 9. Ustick Road / McDermott Road - Before SH-16 Extension Scenario Only 10. Ustick Road / Black Cat Road ■ Study Roadway Segments • McMillan Road o Star Road to Owyhee Storm Avenue o Owyhee Storm Avenue to McDermott Road o McDermott Road to Black Cat Road o Black Cat Road to Ten Mile Road • Ustick Road o Owyhee Storm Ave to McDermott Road o McDermott Road to Black Cat Road o Black Cat Road to Ten Mile Road • Black Cat Road o US 20-26 to McMillan Road o McMillan Road to Ustick Road • Owyhee Storm Avenue -After SH-16 Extension Scenario Only. o McMillan Road to Ustick Road Additionally, site trips through the intersection of US 20-26/Star Road are tracked and reported for ITD (See Figures 7A,7B, 8A and 813). INTERSECTION PERFORMANCE MEASURES Intersection performance measures reported in this study include level of service (LOS), volume-to- capacity ratio (v/c), delay and 95t" percentile queues. The performance measures are used to gauge the performance of the transportation system and overall quality of the travel experience through an intersection or roadway segment as it is perceived by the traveler: Iz 22 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Introduction • Level-of-service (LOS) is currently the most commonly analyzed performance measure. LOS uses an "A" to "F" ranking based on the average control delay experienced by motorists. LOS "A" conditions have very low vehicles delay times (10 seconds or less), while LOS"F" conditions have high delay times (over 80 seconds on average per vehicle at the signalized intersection) that are considered unacceptable to most drivers. • Volume-to-capacity(v/c) compares the volume of traffic to the theoretical capacity of the facility to accommodate traffic. A v/c ratio of 1.0 indicates an intersection, or movement at an intersection, is operating at capacity. A v/c ratio over 1.0 indicates the intersection's capacity is exceeded. • 95th percentile queue is the queue length that has only a 5 percent probability of being exceeded during the analysis time-period. It is used to help determine turn lane storage, but not what the typical driver would experience. This performance measure is helpful in assessing access spacing from adjacent unsignalized and signalized intersections. Overall intersection performance is calculated for signalized intersections. For two-way stop-controlled intersections, performance measures are reported for the critical movement. TRAFFIC ANALYSIS METHODOLOGY The intersection operational analysis was performed using the Highway Capacity Manual (HCM) 6th Edition analysis procedures (Reference 3). To ensure that this analysis is based on a reasonable worst- case scenario, the peak 15-minute flow rate during all peak hours was used in the evaluation of all intersection LOS and v/c ratios. This analysis reflects conditions that are only likely to occur for 15- minutes out of each average peak hour. The transportation system will likely operate better than the conditions described in this report during all other time periods. The intersection operations analyses conducted for the TIS were prepared using Synchro 11. The roadway segment analysis was performed using the ACHD Policy Manual 7106.4 for all ACHD roadways for all ACHD roadways. The HCM 2000 (Reference 5) was utilized due to the ability to report overall intersection v/c ratios for signalized intersections as required by ACHD Policy Manual, since the HCM 61h Edition does not report overall intersection v/c ratio. Additionally, the guidance in the Manual on Uniform Traffic Control Devices (MUTCD), 2009 Edition (Reference 6) was used for signal warrant analyses when determining the appropriate mitigation for any impacted study intersection. IZA23 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Introduction PERFORMANCE MEASURES The operating standards of ITD and ACHD were used to assess the traffic operations of the study intersections and roadways, though only ACHD requested study intersections and roadway segments. ITD only requested trip tracking for the intersection of US 20-26/Star Road. ACHD Intersection and Roadway Standards The analysis was performed in accordance with the methodologies stated in Section 7106.6 of the ACHD Policy Manual(Reference 2). Intersection and segment LOS are reported per ACHD thresholds. ACHD requires that signalized intersections operate at a minimum of LOS E for Principal Arterials and Minor Arterials and LOS D for Collectors. The acceptable v/c ratio for signalized intersection is 0.90 for the overall intersection and 1.0 for each lane group. The acceptable v/c ratio is 1.0 for the critical lane group at unsignalized intersections. All unsignalized intersections that have a projected LOS D or worse shall be evaluated to determine if a signal or roundabout is warranted. Additionally, Section 5108.6.4 identifies a maximum volume-to-capacity ratio at a roundabout to be 0.85. ITD Intersection Operational Thresholds Although not policy, ITD's desired thresholds are LOS D or better for all intersections and a v/c ratio of 0.90 or better for the overall intersections as well as each lane group. Table 1 summarizes the LOS standards for the study area intersections (signalized and unsignalized). Table 1. Study Intersections and Corresponding Operational Standards/Desired Thresholds ITD Desired Operating Threshold/ I D Study Intersection Agency Traffic Control ACHD Operating Standard 2 • LOS D or better 1 Black Cat Road/ ITD Traffic Signal • Intersection V/C<-0.90 US 20-26 • Lane Group V/C Ratio<-0.90 • LOS E or better 2 Star Road/McMillan ACHD Traffic Signal • Intersection V/C<-0.90 Road • Lane Group V/C Ratio<-1.00 • LOS E or better 3 Owyhee Storm Avenue ACHD Traffic Signal • Intersection V/C<-0.90 /McMillan Road • Lane Group V/C Ratio<_1.00 Ersatz Place/McMillan Two-way, • LOS E or better 4 Road ACHD stop-control • Critical movement V/C Ratio<_1.00 (TWSC) • Evaluate signal warrants if<-LOS D •McDermott Road/ All-Way Stop- LOS E or better s McMillan Road ACHD Controlled ' Critical movement V/C Ratio<-1.00 • Evaluate signal warrants if<_LOS D • LOS E or better 6 Rustic Oak Way/McMillan Road ACHD Roundabout • Critical movement V/C 50.85 •Black Cat Road/ All-Way Stop LOS E or better 7 McMillan Road ACHD Controlled ' Critical movement V/C Ratio<-1.00 • Evaluate signal warrants if<_LOS D I24 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Introduction • LOS E or better 8 Ten Mile Road/ ACHD Traffic Signal • Intersection V/C<_0.90 McMillan Road • Lane Group V/C Ratio<_1.00 • LOS E or better 9 McDermott Road/ ACHD Traffic Signal • Intersection V/C<_0.90 Ustick Road • Lane Group V/C Ratio<_1.00 Black Cat Road/ • LOS E or better 10 Ustick Road ACHD Traffic Signal • Intersection V/C<_0.90 • Lane Group V/C Ratio<_1.00 A Two-way, • LOS E or better B Site Accesses or ACHD stop-control • Critical movement V/C Ratio<_1.00 C Driveways (TWSC) • Evaluate signal warrants if<_LOS D AACHD Policy Manual(Reference 2) IZANINI 25 Kittelson&Associates,Inc. Section 3 Existing Conditions Cole Valley Christian School TIS July 2022 Existing Conditions EXISTING CONDITIONS The existing conditions analysis identifies the site conditions and current operational and geometric characteristics of the roadways within the study area. These conditions will be compared with future conditions later in this report. Information regarding site conditions, adjacent land uses, existing traffic operations and transportation facilities in the study area was collected in the fall of 2021 and in the winter of 2022. SITE CONDITIONS AND ADJACENT LAND USES The proposed development is outside the Meridian city limits in Ada County but is within the City of Meridian's area of impact. The site is currently vacant farmland and surrounded by other farmland parcels except for few single-family houses to the east and new residential developments and the recently opened Owyhee High School to the south. TRANSPORTATION FACILITIES Table 2 provides a summary of the existing roadway facilities included in this study within the site vicinity. Table 2. Existing Study Transportation Facilities and Roadways Functional Classification Number Posted Bicycle On-Street Roadway (COMPASS 20401/Ada County2) ofLanes Speed(MPH') Sidewalks Lanes Parking US 20-26 Expressway 5 55 Yes No No State System Arterial McMillan Road Minor Arterial 2-3 45-50 Partial^ Partials No Residential Arterial Ustick Road Principal Arterial 2 45-50 Partial' Partial' No Residential Arterial Star Road Minor Arterial 2 50 No No No Residential Arterial Owyhee Storm Collector 2 30 Partial' Partial' No Avenue Residential Collector McDermott Road Arterial' 2 50 No No No Residential Collector" Black Cat Road Minor Arterial 2 45-50 No No No Residential Arterial Ten Mile Road Minor Arterial 2-5 40 Yes No No Residential Mobility Arterial COMPASS 2040 Functional Street Classification Map(Reference 7). 2Ada County Master Street Map(Reference 8) 3 MPH represents miles per hour. °Sidewalks were recently constructed along the south side of McMillan Road,in conjunction with construction of the Gander Creek Residential development,as well as other residential developments in the vicinity of the Rustic Oak roundabout. 5 Bicycle lanes are only provided from North San Vito Way to North Cortona Way. 6Sidewalks are only provided from North Burley Avenue to North Thames Avenue. Bicycle lanes are only provided from North Burley Avenue to North Thames Avenue. 'Sidewalks are only provided on the east side of Owyhee Storm Avenue,adjacent to Owyhee High School.At the time of last 2021 site visit, construction still ongoing,additional infrastructure may have been added. 9 Bicycle lanes are only provided in the northbound direction on the east side of Owyhee Storm Avenue,adjacent to Owyhee High School. At time of last 2021 site visit construction still ongoing,additional infrastructure may have been added. io McDermott Road will shift with the construction of the SH-16 extension and will be classified by ACHD as a collector road providing local connectivity once SH-16 is constructed. IZA 27 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Existing Conditions Most of the roadways within the site's vicinity are rural in nature and do not have pedestrian and bicycle facilities except for along the frontage of properties that have recently redeveloped. There are currently no public bus routes servicing the immediate vicinity of the site, besides school bus operations at Owyhee High School. EXISTING TRAFFIC OPERATIONS Traffic counts collected in December 2021 were used to represent existing traffic conditions.Appendix e includes the weekday AM and school PM period counts utilized at each of the study intersections and tube counts collected on study roadways, as well as the signal timing and phasing sheets for existing signalized study intersections. Note that at the time of count data collection, Glassford Avenue, in the vicinity of the planned Ersatz Place connection, had not yet been constructed. As of early 2022, construction of the Gander Creek development and the Glassford Avenue approach to McMillan Road was on-going. Therefore, the estimated future volumes associated with the future Gander Creek residential development are presented and analyzed only under the 2025 scenarios, but not the existing 2021 scenario. Weekday AM and PM Peak Hour Intersection Operations The study time periods for the intersection and segment analysis were determined based on a review of the school hours for the existing Cole Valley Christian Schools Elementary and Secondary locations. Currently, Cole Valley Christian Schools start as early as 8:10 AM and dismiss at 3:15 PM. The morning peak period for the school trip generations is generally estimated to be approximately 7:30 AM to 8:30 AM but may vary by up to 15 minutes. Therefore, traffic counts were collected from 7 AM to 9 AM and the highest hour during that period was used for the weekday AM peak hour exiting traffic conditions. Individual peak hours for each intersection were used to provide a conservative analysis, though during the AM peak period was generally found to occur 7:00 AM to 8:00 AM. The weekday school PM peak hour is anticipated to occur between 2:45 PM and 3:45 PM based on the existing school dismissal time. Since this time period is outside what is generally considered to be the evening commuter peak period for the greater transportation system (4:00-6:00 PM), the analysis evaluated the peak hour that coincides with the expected school dismissal period. Traffic counts were collected during a period from 2:30 PM to 4:30 PM and the highest peak hour at each intersection was, used for the weekday school PM peak hour conditions. The study intersections in the immediate vicinity of Owyhee High School experienced a school PM peak period from 2:30-3:30 PM, whereas the other intersections further to the east, and closer to Meridian experienced an afternoon peak from 3:30-4:30 PM. This procedure provides the certainty that the school start, and dismissal times could shift 15-30 minutes and the analysis will still reflect the peak hour of adjacent street traffic. By evaluating the hour with the highest volumes provides a more conservative analysis, especially at the locations that have higher volumes outside of the most likely school peak hour of 2:45 — 3:45. Specific intersection school PM peak hours by location as used for the analyses were as follows: 1. Black Cat Road/ US 20-26 (3:30—4:30 PM) IZA28 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Existing Conditions 2. McMillan Road /Star Road (2:30-3:30 PM) a. The School PM peak hour/existing analysis volumes for this intersection were based on the McMillan Road peak hour due to notably higher westbound McMillan Road approach volumes than during the overall intersection PM peak hour likely due to Owyhee High School PM activity. This timeframe is also consistent with the other arterial intersections in the vicinity of Owyhee High School 3. McMillan Road /Owyhee Storm Avenue - (2:30—3:30 PM) 4. McMillan Road /Ersatz Place Road (Future intersection) 5. McMillan Road /McDermott Road - (2:30—3:30 PM) 6. McMillan Road / Rustic Oak Way- (2:30—3:30 PM) 7. McMillan Road / Black Cat Road - (3:30—4:30 PM) 8. McMillan Road /Ten Mile Road - (3:30—4:30 PM) 9. Ustick Road/ McDermott Road - (2:30—3:30 PM) 10. Ustick Road/ Black Cat Road - (3:30—4:30 PM) Peak hour times/volumes for study roadway segments were based on the highest directional volume of the bounding intersections. Peak hour factor adjustments were input for each intersection by approach for the existing conditions analysis.This is not consistent with HCM procedures (which outlines one peak hour factor for the overall intersection) but is outlined in the ACHD Policy Manual for existing conditions analysis. Inputting peak hour factors by approach models a scenario that does not actually occur in the field and, as such, the existing conditions analysis may reflect operations than are worse than occurs on the system today. IZANINI 29 Kittelson&Associates,Inc. Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS r Future Intersection Future Intersection Future Intersection J STAR RD/ OWYHEE STORM AVE/ ERSATZ PL/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD Future Intersection l N N O � I N 16 MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD 20_26 O US 20/26 (Chinden Blvd) 0 m' N Ersatz Place 4�► T Planned ACHD i Collector Extension 1. (Owyhee Storm Ave) g 0 A SITE c N McMi Ian Road a , O E r ao EP iv rt O n D 0) Ln rt 3 Future D SH-16 m �O m Ustick Rd - Study Roadway Segment i -StopSign 'Q- Studylntersection o Existing Lane Configurations and Figure -Traffic Signal Traffic Control Devices �-Study Access Intersection o 3 j f - Roundabout Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 �N OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS + �16 910---1� 633 164 101 t o Future Intersection Future Intersection Future Intersection w Q STAR RD/ OWYHEE STORM AVE/ ERSATZ PL/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD In(O In L(J O O N O W N O M In N N N V M N O N M N In O 0 25 102 38� 80 36 19 57-0$ 33 52-*$ 43 59---10- F38 93 75 Future Intersection 193---0- F260 207---10- F318 208---10- F212 186-10- F197 3� -14 156� -230 7� -21 16� -8 23� -26 130� so-172 i ? R 11W � � 1 t tw V� I f R R� 1 t � 1 11W � N V� In W A V M O l0 l0 V O A M In O N N O � I N 16 MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD 20_26 k\ A US 20/26 (Chinden Blvd) 0 ' ry N CO� N N V T R 3 17� 15 37-"4 �25 n 282---IN- F 403 276---IN- F 351 � 37 i 16 30 49 o B Ortr i R t t l t /�I 1" N V N M M A SITE c N McMi Ian Road a > _ a, c p En ao N Ep n rt o n D Un rt o Q 3 D Ntl m U / Ustick Rd - Study Roadway Segment 2021 Existing Volumes Traffic -Study Intersection Figure -Study Access Intersection Weekday AM Peak Hour 4A Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 / N N OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS O © © 20-'$ 23 893---P- -4—1080 168� R or 154 11 � Future Intersection Future Intersection Future Intersection N w m STAR RD/ OWYHEE STORM AVE/ ERSATZ PL/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD COS V CONK �MN V N V CO CON 0 ` 11 142 48-0$ 47 13 31 46-0$ 94 76 �132 19-10. F56 44 101 Future Intersection 222---0- F137 226 186 143 184 169 -4-317 1� -17 23� -55 6� -16 7� -27 27� -85 84� -161 i ? R 11W V) � 1 t tw V� I f R R� 1 t � 1 11W cow co r N o N in lOM �v N oMv N N O � I N 16.. MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD 20_26 k\ A US 20/26 (Chinden Blvd) O ' a ry H M V N N lMf T R 3 14- 13 21-$ %-55 n 341 F 197 207---IN- F 262 � 50 i 13 24 86 o B Ortr i R t t l t /�I 1" M V N(MD ONJ A SITE c N McMi Ian Road a > _ a, c p En ao N Ep n rt n 0 � D Un rt o Q 3 D Ntl m U / Ustick Rd - Study Roadway Segment 2021 Existing Volumes Traffic -Study Intersection Figure -Study Access Intersection Weekday School PM Peak Hour 46 Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Valley Christian School TIS July 2022 Existing Conditions Table 3 presents the traffic operation results for each intersection and its corresponding lane groups during existing weekday AM and school PM peak hours. Figure 3 presents the existing lane configurations and traffic control devices, and Figures 4A and 413 present the AM and school PM peak hour traffic volumes at all existing study intersections.Appendix C includes the year 2021 existing conditions Synchro worksheets. Table 3. Year 2021 Existing Intersection Operations VIntersection AM/PM Lane AM Peak Hour School PM Peak Hour .-lay Group V/C LOS .- Delay 0.05 B 15.8 0.22 D 41.4 EBT 0.63 C 24.4 0.88 E 60.1 EBR 0.24 B 18.9 0.38 C 43.2 0.62 WBL 0.42 B 17.6 0.83 C 43.5 1 US 20-26 Black Cat Road Traffic Signal / C/r 2 61.1/ WBTR 0.44 B 19.8 0.93 E 63.7 / 0.68 NBL 0.50 C 34.4 0.76 E 68.5 NBTR 0.92 E 69.0 0.77 E 70.7 SBL 0.24 D 40.9 0.30 E 68.8 SBTR 0.19 D 43.2 0.76 F 80.1 EBL 0.11 B 17.5 0.05 B 14.6 EBTR 0.22 B 18.9 0.06 B 14.7 WBL 0.05 B 17.4 0.05 B 13.6 Star Road/ 0.48 18 7/ WBTR 0.68 C 23.6 0.74 B 20.0 2 McMillan Traffic Signal / B/B Road 0.48 18.6 NBL 0.01 B 16.7 0.00 B 15.3 NBTR 0.76 C 23.2 0.72 C 20.7 SBL 0.52 B 13.6 0.14 B 14.6 SBTR 0.58 B 15.7 0.43 B 16.0 EBTR 0.77 C 23.1 0.22 B 16.5 Owyhee Storm 0.60 WBL 0.72 B 12.4 0.13 B 12.5 3 Avenue/ Traffic Signal / B/B 17.4/ WBT 0.13 A 6.2 0.16 A 9.9 McMillan 0.34 14.6 Road NBL 0.42 B 18.3 0.38 B 11.7 NBR 0.83 C 22.2 0.83 B 17.2 EBLTR 0.71 C 22.0 0.56 B 13.2 McDermott 5 Road/ AWSC C/B 21.6/ WBLTR 0.78 D 26.7 0.32 A 9.8 McMillan 11.5 NBLTR 0.24 B 12.3 0.14 A 9.3 Road SBLTR 0.39 B 14.1 0.08 A 9.4 EBLTR 0.37 A 6.4 0.23 A 4.8 Rustic Oak 0.37 6 Way/ Roundabout / A/A 5.7/ WBLTR 0.29 A 5.3 0.33 A 5.8 McMillan 0.33 5.2 NBLTR 0.06 A 4.8 0.06 A 4.0 Road SBLTR 0.09 A 4.7 0.07 A 4.7 EBLTR 1.01 F 71.0 0.66 D 26.9 Black Cat Road 78 2/ WBLTR 0.97 F 63.8 0.90 F 50.2 7 /McMillan AWSC - I/E 41.3 Road NBLTR 0.97 F 63.6 0.78 E 35.6 SBLTR 1.09 F 108.7 0.88 E 47.1 EBL 0.16 B 18.0 0.35 C 24.3 Ten Mile Road 0.54 EBT 0.66 C 25.6 0.54 C 30.3 8 /McMillan Traffic Signal / B/C 19.0/ Road 0.73 24.5 EBR 0.55 C 24.4 0.31 C 28.0 WBL 0.47 B 16.9 1 0.47 C 21.6 IZ33 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Existing Conditions WBT 0.7 C 20.3 0.79 C 32.6 WBR 0.12 B 17.7 0.39 C 25.7 NBL 0.36 B 14.1 0.65 B 17.4 NBT 0.49 B 17.8 0.74 C 24.9 NBR 0.25 B 16.4 0.36 C 20.4 SBL 0.28 B 13.6 0.62 B 18.2 SBT 0.63 B 19.4 0.66 C 24.4 SBR 0.07 B 15.5 0.15 B 19.6 EBL 0.08 B 13.0 0.03 A 6.3 EBTR 0.56 A 7.5 0.69 A 8.0 McDermott 0.67 WBL 0.05 A 9.7 0.04 A 9.9 9 Road/Ustick Traffic Signal / A/A 1 8.2/ Road 0.53 '2 WBTR 0.76 A 9.5 0.30 A 5.6 NBLTR 0.47 B 15.2 0.27 B 12.6 SBLTR 0.29 B 14.3 0.20 B 12.4 EBL 0.23 B 18.7 0.12 B 19.4 EBTR 0.68 C 23.4 0.71 C 25.5 WBL 0.23 B 16.8 0.33 B 18.4 Black Cat Road 0.72 27,1/ WBTR 0.87 C 29.4 0.82 C 26.1 10 Traffic Signal / C/C /Ustick Road 0.66 23.7 NBL 0.14 C 21.3 0.10 B 16.3 NBTR 0.84 C 32.5 0.83 C 25.6 SBL 0.25 C 22.0 0.22 B 16.8 SBTR 0.63 C 27.1 0.64 C 21.1 WC ratio is defined as vehicle-to-capacity ratio,which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour.LOS stand for Level of Service.Delay is reported in seconds per vehicle. As Table 3 shows, most of the study intersections operate acceptably during the existing weekday AM and school PM peak hours, except for: • Black Cat Road/US 20-26(AM and PM peak hours):This intersection operates within ITD overall intersection operating threshold during the AM peak hour but exceeds ITD LOS thresholds during the school PM peak hour. Additionally, the northbound movement during the AM peak and the westbound movement during the PM peak hour exceed ITD desired v/c threshold of 0.90, however, they are both under capacity. • Black Cat Road/McMillan Road (AM and PM peak hours):This intersection and two movements operate at LOS F during the AM peak hour and the westbound approach operates at LOS F during the school PM peak hour. IZANINI 34 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Existing Conditions Year 2021 Existing Conditions Intersection Mitigations This section highlights the mitigations needed to address each of the intersections not meeting traffic operational guidelines under the year 2021 existing traffic conditions. Black Cat Road/US 20-26 The intersection of Black Cat Road / US 20-26 operates at LOS E during the school PM peak hour, exceeding ITD LOS D desired operating threshold but meets ACHD LOS standard. Additionally, the northbound through-right movement during the AM peak hour and the westbound through-right movement during the school PM peak hour exceed ITDs desired v/c ratio of 0.90, but do operate within capacity (that is, v/c < 1.0) meeting ACHD standard. These movements operate with a v/c above 0.90 in part due to analyzing the intersection using the PHF for each approach, which are less than 0.90 for both the northbound and westbound movements. As this signalized intersection was recently re-built by ITD in 2021 to provide additional capacity, was not requested for analysis by ITD and since the intersection meets ACHD signalized intersection operating standards, no further mitigation was investigated. Black Cat Road/McMillan Road During the AM peak hour, the eastbound, westbound, northbound, and southbound movements at the Black Cat Road / McMillan Road intersection all operate at LOS F, with the eastbound and southbound movements operating over capacity and exceeding ACHD's operating standard. During the school PM peak hour,the westbound movement also operates at LOS F. Per ACHD policy, signal warrants were evaluated using tube count data collected in December 2021, which showed the peak hour and four-hour volume-based MUTCD signal warrants are met under existing volume conditions. The ACHD 2022-2026 IFWYP identifies improving this intersection to a multi-lane roundabout configuration in the future (Project#: 203779). This improvement may be implemented before the Cole Valley Christian School development year timeframe of 2025, with design and right-of-way acquisition planned for the roundabout by 2023, however the construction year is unspecified. As an interim mitigation to ACHD's ultimate planned multilane roundabout design, signalization of this intersection was also explored assuming typical 3x3 lane configuration. Table 4 summarizes the projected operations of the intersection with either a roundabout or interim traffic signal mitigation measure in place. As shown, implementation of either a roundabout or interim traffic signal will mitigate the intersection operations to within ACHD operating standards under existing conditions.Appendix D contains the year 2021 mitigated existing traffic operational worksheets. IVA' 35 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Existing Conditions Table 4.Year 2021 Mitigated Existing Conditions at Black Cat Road/McMillan Road No. Intersection Control v/C LOS Delay Group V/C LOS Delay V/C LOS Intersection I ntersection AM/PM Lane AM Peak Hour - EBLTR 0.39 A 8.2 0.42 A 8.6 Black Cat Road 0.39 7 3/ WBLTR 0.39 A 7.9 0.32 A 7.7 7 /McMillan Roundabout / A/A 72 Road 0.42 NBLTR 0.35 A 6.6 0.34 A 6.8 SBLTR 0.32 A 6.6 0.27 A 5.7 EBL 0.17 B 10.2 0.13 A 9.6 EBTR 0.52 A 8.2 0.40 A 7.3 WBL 0.08 A 9.4 0.18 A 8.6 Black Cat Road 0.54 8 8/ WBTR 0.56 A 8.4 0.59 A 8.4 7 /McMillan Signal / A/A 8.2 Road 0.50 NBL 0.07 B 10.5 0.07 A 9.5 NBTR 0.59 A 8.4 0.57 A 8.0 SBL 0.10 A 9.9 0.10 A 9.2 SBTR 0.68 A 9.2 0.63 A 8.4 Year 2021 Existing Conditions Roadway Segment Analysis Peak hour roadway segment volumes were collected at the study intersections and roadway segments in December 2021. Table 5 summarizes the peak hour, peak direction roadway segment volumes for the highest volume link of each roadway segment, and resultant LOS per ACHD Policy Manual 7106.4.1. Table 5.Year 2021 Existing Roadway Segment Operations-Weekday AM and School PM Peak Hour McMillan Road Minor Arterial 2810 2 E/575 249/EB Yes 217/WB Yes (Star Road to Owyhee Storm Avenue) �lz/9/zp McMillan Road (Owyhee Storm Avenue to McDermott Minor Arterial 1,840 23 E/575 306/WB Yes 276/EB Yes Road) (12/9/21) McMillan Road Minor Arterial 2 E/575 361/WB Yes 260/WB Yes (McDermott Road to Black Cat Road) 2,030 (lz/9/zp McMillan Road Minor Arterial 4,580 2" E/575 368/EB Yes 6261WB No (Black Cat Road to Ten Mile Road) (12/9/21) Ustick Road Principal 2 E/690 480/WB Yes 405/EB Yes (Owyhee Storm Ave to McDermott Rd) Arterial 3,450 (lz/9/zl) Ustick Road Principal (McDermott Road to Black Cat Road) Arterial 6,750 2 E/690 434/WB Yes 361/EB Yes (1z/9/21) Ustick Road Principal (Black Cat Road to Ten Mile Road) Arterial 4,440 2 E/690 425/WB Yes 403/WB Yes (lz/9/n) Black Cat Road Minor Arterial 4,010 3 E/720 349/NB Yes 365/NB Yes (US 20-26 to McMillan Road) (lz/9/n) Black Cat Road 3,950 can Roadto Ustickoa Minor Arterial 2 E/575 304/NB Yes 363/SB Yes (McMillan Road) (12/9/21) Owyhee Storm Avenue Collector 2,390 3 D/530 386/SB Yes 343/NB Yes (McMillan Road to Ustick Road) (12/9/21) I� 36 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Existing Conditions 'Per COMPASS 2040 Functional Street Classification Map(Reference 6);2Travel lanes include the total number of lanes across the roadway's respective cross section;I It is noted that McMillan Road from Owyhee Storm Avenue to Glassford Avenue was recently widened to 3-lanes.For conservative analysis of the overall segment that continues to McDermott Road,segment volume is compared to the 2-lane section standard.;4It is noted that McMillan Road from Black Cat Road to San Vito Way is a 2-lane section, and from San Vito Way to Ten Mile Road is a 3-lane section.For conservative analysis of the overall segment,segment volumes is compared to 2-lane section standard. 'Tube count two-way ADT estimates are reported rounded up to the nearest 10. As shown in Table 5, all roadway segments are meet ACHD LOS thresholds under 2021 existing conditions during the weekday AM and school PM peak hours, except for: McMillan Road (Black Cat Road to Ten Mile Road): This segment of McMillan Road is expected to experience heavy westbound through movements during the afternoon peak hour, as it serves as an arterial connecting unincorporated Meridian to more urban areas. During the school PM peak hour(3:30- 4:30 PM),the highest volume link westbound directional volume exceeds ACHD minor arterial 2-lane LOS standard. It is noted that McMillan Road from Black Cat Road to San Vito Way is the segment that is a 2- lane section and has a peak directional volume of 363, meeting ACHD standard, while from San Vito Way to Ten Mile Road, where the peak direction volume is 626, is a 3-lane section, and meets the ACHD roadway segment standard.While the CIP identifies other adjacent segments of McMillan from Star Road to Black Cat Road as future three-lane minor arterials,the segment from Black Cat Road to Ten Mile Road has not been identified in the CIP. However, if this segment is compared to the roadway threshold standard for a three lane section (as it is constructed from San Vito Way to Ten Mile Road), then the segment would meet ACHD roadway LOS thresholds under existing conditions. IZA 37 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Existing Conditions Crash History Crash data for the study intersections and roadways was provided by ITD for the previous five years on record (2016-2020). This data was used to evaluate and document any potential crash trends occurring at study intersections and along study roadways.Appendix E contains the crash data reports provided by ITD. Table 6 presents the number of crashes, by crash type and severity, and the crash rates at each study intersection. Table 6. Study Intersection Crash Type and Severity Summary,2016-2020 Crash Type Severity Crash Rate Rear Fixed Ped/ (Crashes/ Intersection -End Object TunnJinne Angle Bike •1Injury Fatality MEV)1 Black Cat Road/ 3 1 13 1 4 2 24 12 12 0.40 US 20-26 Star Road/ 4 - 1 - 1 1 7 7 - 0.42 McMillan Road McDermott Road/ 2 - - - 2 2 - 0.16 McMillan Road Rustic Oak Way/ 1 - 1 - 2 - 2 0.16 McMillan Road Black Cat Road/ 1 - - - 3 - 1 5 5 - 0.18 McMillan Road Ten Mile Road/ 17 10 3 2 - 32 14 18 0.48 McMillan Road McDermott Road/ 2 1 17 - 20 11 9 1.19 Ustick Road Black Cat Road/ 3 _ 11 3 17 11 6 - 0.56 Ustick Road Total 27 2 29 5 38 1 7 109 62 47 0 1Though crash rate per million entering vehicles is typically calculated estimating daily vehicles as using 10 times PM peak hour volumes, however in the case of this school study,area tube counts show the school PM peak hour volumes are lower than typical later, commuter PM peak hour volumes. Therefore, based on review of area tube counts, a conversion factor of 12 was used to estimate daily entering vehicles at each intersection from the school PM peak hour entering volumes. Table 7 presents the number of crashes, by crash type and severity, and crash rates along each study roadway segment. Table 7. Roadway Segment Crash Type and Severity Summary, 2016-2020 Crash Type rl�_. Severity Crash Rate Olhiam .. Injury Fatality MVM) McMillan Road (Star Road to 2 2 1 1 T0.30 McDermott Road) 7 McMillan Road (McDermott Road to - - - - - - - 0.00 Black Cat Road) McMillan Road (Black Cat Road to Ten 1 3 1 1 6 4 2 0.36 Mile Road) IZ38 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Existing Conditions Ustick Road (Star Road to 2 7 1 1 11 8 3 0.88 McDermott Road) Ustick Road (McDermott Road to - 4 - 1 - 5 3 2 0.41 Black Cat Road) Ustick Road (Black Cat Road to Ten 2 2 4 - 8 6 2 0.50 Mile Road) Black Cat Road (US 20-26 to McMillan 1 1 2 - 4 1 3 0.27 Road) Black Cat Road (McMillan Road to 4 8 - - 3 15 11 4 - 1.04 Ustick Road) Total 10 27 8 1 5 51 34 17 0 As shown in Table 6 the most common crash types were angled and turning crashes, and the McDermott Road / Ustick Road intersection experiences the highest crash rate of 1.19 crashes per million entering vehicles. In the area surrounding the proposed Cole Valley Christian School, many of the study intersections have recently undergone signalization in 2021, including the intersection of McDermott Road/ Ustick Road, which is not represented in the historic crash data. This is also the case for the Black Cat Road/US 20-26 intersection which has also recently been signalized and re-built by ITD in 2021 which is not reflected in the crash data. As shown in Table 7 the most common crash type along study roadway segments was fixed object crashes, and the segment of Black Cat Road from McMillan Road to Ustick Road experienced the highest crash rate of 1.04 crashes per million vehicle miles. IZANINI 39 Kittelson&Associates,Inc. Section 4 Transportation Impact Analysis Cole Valley Christian School TIS July 2022 Transportation Impact Analysis TRANSPORTATION IMPACT ANALYSIS The transportation impact analysis identifies how the study area's transportation system will operate in the year the proposed development is expected to be fully built, year 2025. An evaluation of the impact of traffic generated by the proposed Cole Valley Christian School during the typical weekday AM and school PM peak hours was completed as follows: ■ Transportation improvements planned in the site vicinity were identified. o Though the extension of SH-16 from US 20-26 to 1-84 is funded, and design and right-of- way acquisition are underway with construction planned for 2022-2024, ACHD has requested analysis of a future 2025 scenario assuming the SH-16 extension is not in place, should construction not be complete prior to Cole Valley Christian School opening in 2025. ■ Background conditions were developed by applying a 3 percent on all study intersections along McMillan Road and Ustick Road, and 2 percent for all other study roadways. These growth rates account for anticipated regional growth in the site vicinity between 2021 and 2025. ■ Background weekday AM and school PM peak hour traffic conditions for build-out year 2025 were analyzed at each of the study intersections, considering both a before SH-16 Extension scenario and an after SH-16 extension scenario. ■ Site-generated trips were estimated for the build-out of the site. ■ Site trip distribution patterns were estimated using zip code data provided by both current Cole Valley Christian School locations.The data indicated how many current students were living in zip codes around the greater Boise area and was used to estimate the most likely routes would be taken to access the proposed school for each scenario (before and after SH-16). ■ The build-out year 2025 total traffic conditions were analyzed at each of the study intersections for both a before and after SH-16 extension scenario during the weekday AM and school PM peak hours. ■ Intersection and segment analysis under year 2025 total traffic conditions were repeated considering an interim access in case Ersatz Place is not align with Glassford Avenue and therefore can only function as a right-in, right-out unsignalized intersection to McMillan Road. ■ Site-accesses were evaluated considering spacing requirements and for turn lane warrants. ■ Additional requirement for school district properties were address as required by ACHD and Idaho Code 67-6510(3). YEAR 2025 BACKGROUND TRAFFIC CONDITIONS The year 2025 background traffic analysis identifies how the study area's transportation system will operate in the future year without the proposed Cole Valley Christian School in place. This analysis includes traffic attributed to planned developments within the study area and general growth in the region, but does not include traffic from the proposed development. 1W/l 41 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis Planned Intersection and Roadway Improvements ITD is currently designing an extension of SH-16 from US 20/26 to 1-84 which,in the near-term,will consist of a four lane access controlled highway with at-grade intersections at Ustick Road and Franklin Road and underpasses at McMillan Road and Cherry Road. The project is funded, and design and right-of-way acquisition are underway with construction planned for 2022-2024. ACHD has requested analysis of a future 2025 scenario assuming the SH-16 extension is not in place, should construction not be complete prior to Cole Valley Christian School opening in 2025, therefore both a before SH-16 extension scenario and an after SH-16 extension background scenarios are evaluated. Under the after SH-16 scenario, it is assumed the traffic on McDermott Road currently using the connection to US 20/26 and Ustick Road would re-distribute to Star Road or Black Cat Road to access the McMillan Road corridor. Figures G1-A and G1-Z located in Appendix G detail the assumed reassignment of trips from McDermott Road applicable to the after-SH-16 scenario. In conjunction with SH-16 construction, ITD is planning to build Ersatz Place to serve as a local access to McMillan Road. While initially planned to be offset approximately 75 feet west from the recently constructed Glassford Avenue, recent coordination with ITD and ACHD have led to ITD planning to update their plans to align Ersatz Place with Glassford Avenue so that it meets ACHD's local street spacing policy and so it can be an aligned four legged intersection. As coordinated with ACHD, this study base case future 2025 scenarios assume the ideal re-alignment of Ersatz Place with Glassford Avenue can be achieved to form a typical four approach intersection. In the event that the right-of-way for this alignment cannot be obtained at this time,this study also includes an interim access scenario with Ersatz Place being a right-in/right-out intersection to McMillian Road offset from Glassford Avenue. Additionally, ACHD's Capital Improvement Plan (CIP) and ACHD's most recent Integrated Five Year Work Plan (2022-2026, Reference 8) specify several projects in the study area between 2021 and 2025: ■ McMillan Road and Black Cat Road Roundabout o 203779: Installation of a multilane roundabout with two lanes for the northbound and southbound legs and one lane for the eastbound and westbound legs with design and right-of-way acquisition planned for 2021-2023, though construction year is unspecified. o Note, ACHD scoping feedback in fall 2021 was to not assume a traffic signal at the McMillan Road and Black Cat Road intersection, however as listed above a multilane roundabout has since been selected for funding. To provide conservative analysis in accordance with ACHD's request, this study assumes no background transportation improvements at this intersection but does provide mitigation analysis assuming a multilane roundabout or an interim traffic signal. ■ Black Cat Road and Ustick Road Intersection Improvement Project o IN202-09: Intersection improvement project includes widening the north and south legs to seven lanes, and east and west legs to six lanes. While design, right-of-way, and construction are listed in the IFYWP for 2022-2024. However, for a conservative analysis and in case intersection widening construction is not complete prior to the opening of Cole Valley Christian School, this intersection widening was not assumed as a background improvement. I42 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis Though beyond this study horizon, and therefore will not be considered background improvements, it is noted that the following improvements are identified in ACHD's CIP in the study area longer term: ■ McMillan Road, Star Road to McDermott Road o RD 2020-0950: Reconstruct/widen to 3 lanes (2036-2040) ■ McMillan Road, McDermott Road to Black Cat Road o RD 2020-0960: Reconstruct/widen to 3 lanes (2036-2040) ■ Ustick Road, Star Road to McDermott Road o RD2020-1340: Reconstruct/widen to 5 lanes (2026-2030) ■ Ustick Road, McDermott Road to Black Cat Road o RD2020-1350: Reconstruct/widen to 5 lanes (2026-2030) ■ Ustick Road, Black Cat Road to Ten Mile Road o RD2020-1360: Reconstruct/widen to 5 lanes (2026-2030) ■ Star Road, Ustick Road to McMillan Road o RD2020-1190: Reconstruct/widen to 5 lanes (2031-2035) ■ Star Road, McMillan Road to US 20/26 o RD2020-1200: Reconstruct/widen to 5 lanes (2031-2035) ■ Chinden Blvd (US 20/26) and Star Road o IN2020-0260: Traffic Signal (2031-2035) ■ McMillan Road and Star Road o IN2020-0700: Roundabout, Multilane (2031-2035) ■ Ustick Road and Star Road o IN2020-0860: Traffic Signal (2031-2035) Background Growth The year 2025 background traffic volumes reflect existing traffic counts plus four years of annual background growth.COMPASS maintains base year and 2040 future year regional travel demand models, which were used to assess growth in the study area. From review of the model volumes and historical traffic volumes and studies in the area, and as confirmed by the agencies, a 3-percent per year growth rate was applied to volumes on McMillan Road and Ustick Road, and a 2-percent annual growth rate was applied to all other roadways to estimate year 2025 background traffic conditions. In-Process Developments As coordinated with ACHD, the only in-process development included in the background 2025 traffic volumes is the approved Gander Creek development,which will be located on the south side of McMillan Road between the Owyhee Storm Avenue and McDermott Road. That development is approved for 401 single-family homes. Explicitly accounting for the Gander Creek turning movements volumes based on the traffic study completed in 2019 was necessarily to forecast realistic background condition turning movement volumes at the Owyhee Storm Avenue/McMillan Road and Ersatz Place (Glassford Avenue)/McMillan Road intersections. All other area in-process development traffic volume growth is otherwise accounted for in the regional background growth rates outline in the prior section.Appendix F includes figures F-1 and F-2 which details the assumed Gander Creek turning movement volumes. IWFI 43 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis Year 2025 Background Traffic Volumes Year 2025 background traffic volumes reflect existing traffic counts plus the four years of background traffic growth and the site-generated trips for the Gander Creek development, considering both a before and after SH-16 extension scenario. Figures 5A, 5B, 6A and 613 show the weekday AM and PM 2025 background traffic volumes at each of the study intersections for both a before and after SH-16 extension scenario, respectively. Per the ACHD Policy Manual, intersections with an existing peak hour factor of less than 0.90 were adjusted up to 0.90 in the future year analysis to account for the likely increase in traffic throughout the entire peak hour in the future. Year 2025 Background Intersection Operations Table 8 and Table 9 present the traffic operations results for each study intersection and its lane groups under year 2025 background conditions during the weekday AM and PM peak hours for both a before and after SH-16 extension scenario, respectively. Appendices F(before SH-16) & G (after SH-16) include the year 2025 background conditions Synchro worksheets. Table 8.Year 2025 Background Intersection Operations, Before SH-16-Weekday AM and School PM Peak Hour Intersection Intersection AM/PM Lane AM Peak Hour School PM Peak Hour No. Intersection Control v/C LOS � Delay (iroup V/C LOS Delay V/C LOS Delay EBL 0.05 B 14.8 0.25 D 42.0 EBT 0.68 C 24.4 0.95 E 70.5 EBR 0.26 B 18.1 0.42 D 44.6 0.64 WBL 0.47 B 17.9 0.91 E 64.3 1 Black Cat Road Traffic Signal / C/E 26'6/ WBTR 0.44 B 18.6 0.94 E 65.1 /US 20-26 0.71 66.6 NBL 0.45 C 34.5 0.77 E 70.2 NBTR 0.90 E 62.1 0.82 E 75.9 SBL 0.23 D 40.1 0.27 E 71.1 SBTR 0.19 D 42.4 0.72 F 80.7 EBL 0.13 B 18.8 0.06 B 16.4 EBTR 0.23 C 20.2 0.10 B 16.7 WBL 0.06 B 18.4 0.05 B 15.3 Star Road/ 0.53 20 0/ WBTR 0.75 C 26.4 0.77 C 22.6 2 McMillan Traffic Signal / C/B 19.7 Road 0.52 NBL 0.01 B 16.5 0.00 B 15.7 NBTR 0.79 C 24.2 0.77 C 22.2 SBL 0.54 B 14.3 0.26 B 14.8 SBTR 0.51 B 15.2 0.43 B 15.7 EBTR 0.76 B 19.0 0.39 B 14.0 Owyhee Storm 0.54 WBL 0.58 B 10.5 0.16 A 9.4 3 Avenue/ Traffic Signal / B/B 14'9/ WBT 0.11 A 5.3 0.17 A 6.8 McMillan 0.34 13.2 Road NBL 0.42 B 17.1 0.39 B 13.4 NBR 0.61 B 18.3 0.74 B 16.9 4 TWSC EBT - IZA 44 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis Glassford WBL 0.02 A 7.9 0.08 A 8.3 Avenue/ WBT - - - - - - McMillan Road NBLR 0.12 B 11.0 0.09 B 11.2 EBLTR 0.63 C 17.3 0.56 B 13.5 McDermott 5 Road/ AWSC - C/B 17.1/ WBLTR 0.71 C 20.0 0.45 B 11.6 McMillan 12.2 NBLTR 0.22 B 11.5 0.18 A 10.0 Road SBLTR 0.25 B 11.7 0.07 A 9.7 EBLTR 0.36 A 6.3 0.30 A 5.4 Rustic Oak 0.36 6 Way/ Roundabout A/A 5.7/ WBLTR 0.31 A 5.4 0.28 A 5.3 McMillan 0.30 5.2 NBLTR 0.06 A 4.8 0.06 A 4.3 Road SBLTR 0.10 A 4.9 0.05 A 4.3 EBLTR 1.15 F 117.4 0.85 E 43.2 Black Cat Road WBLTR 0.98 F 62.6 1.18 F 128.0 7 /McMillan Traffic AWSC Road NBLTR 1.04 F 73.9 1.04 F 72.0 SBLTR 1.10 F 93.6 1.10 F 91.1 EBL 0.20 B 19.8 0.41 C 26.0 EBT 0.70 C 28.7 0.54 C 32.2 EBR 0.57 C 26.8 0.32 C 29.7 WBL 0.55 B 18.0 0.49 C 23.0 WBT 0.53 C 22.4 0.83 D 38.8 Ten Mile Road 0.61 WBR 0.13 B 19.0 0.39 C 27.5 8 /McMillan Traffic Signal / C/C 2 Road 0.81 28. / 6 NBL 0.44 B 15.6 0.76 C 24.6 NBT 0.55 B 19.7 0.78 C 29.2 NBR 0.28 B 17.8 0.38 C 23.0 SBL 0.33 B 15.4 0.72 C 22.7 SBT 0.67 C 21.9 0.76 C 29.2 SBR 0.09 B 17.2 0.19 C 22.1 EBL 0.05 B 10.7 0.03 A 7.5 EBTR 0.55 A 7.4 0.68 A 8.3 McDermott 0.59 WBL 0.04 A 9.0 0.04 B 10.2 9 Road/Ustick Traffic Signal / A/A 9'3/ Road 0.56 8.7 WBTR 0.69 A 8.6 0.42 A 6.5 NBLTR 0.40 B 12.8 0.41 B 12.7 SBLTR 0.37 B 12.6 0.21 B 11.9 EBL 0.21 B 18.8 0.13 C 20.8 EBTR 0.79 C 26.1 0.68 C 26.4 WBL 0.23 B 18.2 0.33 B 19.3 Black Cat Road 0.70 26.6/ WBTR 0.86 C 28.0 0.86 C 28.9 10 /Ustick Road Traffic Signal / C/C 26.5 072 NBL 0.14 B 19.6 0.12 B 18.7 NBTR 0.84 C 30.6 0.85 C 29.5 SBL 0.29 C 20.5 0.29 B 19.5 SBTR 0.63 C 25.2 0.70 C 24.6 V/C ratio is defined as vehicle-to-capacity ratio,which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour.LOS stand for Level of Service.Delay is reported in seconds per vehicle.Cells in the table above that are bolded,italicized,and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 8, all study intersections are projected to operate acceptably during the year 2025 background weekday AM and PM peak hours in the before SH-16 scenario, except for: I� 45 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis ■ Black Cat Road / US 20-26 (School PM Peak Hour): As in the existing conditions analysis, this intersection operates acceptably during the AM peak hour but exceeds ITD desired operating thresholds during the school PM peak hour. Additionally, the eastbound through and westbound movements exceed ITD's desired v/c ratios of 0.90 although they are forecast to operate under capacity. ■ Black Cat Road / McMillan Road (AM and School PM Peak Hours): As in the existing conditions analysis, this intersection exceeds ACHD operational standards during the AM and School PM Peak Hours. The eastbound, northbound, and southbound movements during the AM peak hour and the westbound, northbound, and southbound movements during the PM peak hour operate above capacity. Table 9.Year 2025 Background Intersection Operations,After SH-16-Weekday AM and School PM Peak Hour Intersection Intersection AM/PM Lane No. Intersection Control WC LOS Delay EBL 0.06 B 16.5 0.25 D 41.5 EBT 0.63 C 25.5 0.87 E 59.0 EBR 0.35 C 21.4 0.43 D 43.9 0.60 WBL 0.46 B 18.6 0.89 D 51.9 1 US 20-26 Black Cat Road Signal / D/E 63.4/ WBTR 0.46 C 20.6 0.94 E 65.1 / 0.71 3. NBL 0.41 C 33.3 0.65 E 56.6 NBTR 1.10 F 122.6 0.95 F 101.7 SBL 0.28 D 39.7 0.34 E 64.9 SBTR 0.14 D 41.0 0.35 E 68.5 EBL 0.13 B 19.4 0.06 B 16.5 EBTR 0.20 C 20.5 0.09 B 16.4 WBL 0.06 B 18.7 0.05 B 15.0 Star Road/ 0.56 21 6/ WBTR 0.79 C 27.9 0.80 C 23.2 2 McMillan Signal / C/C 21.0 Road 0.55 NBL 0.01 B 18.2 0.00 B 17.0 NBTR 0.81 C 26.7 0.78 C 24.1 SBL 0.61 B 15.8 0.30 B 16.2 SBTR 0.50 B 16.1 0.44 B 17.0 EBTR 0.77 B 18.6 0.40 B 13.5 Owyhee Storm 0.57 WBL 0.56 B 10.5 0.15 A 9.0 3 Avenue/ Signal / B/B 15.0/ WBT 0.11 A 5.3 0.17 A 6.5 McMillan 0.39 12.8 Road NBL 0.55 B 18.0 0.54 B 14.6 NBR 0.48 B 17.6 0.63 B 15.6 - - - - - Glassford EBT - 4 Avenue TWSC _ WBL 0.02 A 7.8 0.07 A 8.1 McMillan WBT _ Road NBLR 0.12 B 10.6 0.08 B 10.8 EBLTR 0.38 A 6.2 0.30 A 5.4 Rustic Oak 0.38 WBLTR 0.32 A 5.7 0.32 A 5.8 6 M\cMillan Roundabout / A/A 55/ 0.32 NBLTR 0.06 A 4.7 0.06 A 4.3 Road SBLTR 0.11 A 5.1 0.05 A 4.6 7 AWSC - EBLTR 1.47 F 218.0 1.12 F 80.5 I� 46 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis Black Cat Road 1401 WBLTR 1.11 F 69.6 1.30 F 157.7 /McMillan / NBLTR 1.21 F 93.6 1.19 F 103.5 Road 119.0 SBLTR 1.33 F 145.8 1.23 F 124.5 EBL 0.20 B 19.8 0.41 C 26.0 EBT 0.70 C 28.7 0.54 C 32.2 EBR 0.57 C 26.8 0.32 C 29.7 WBL 0.55 B 18.0 0.49 C 23.0 WBT 0.53 C 22.4 0.83 D 38.8 Ten Mile Road 0.61 21 1/ WBR 0.13 B 19.0 0.39 C 27.5 8 /McMillan Signal / C/C 28.6 Road 0.81 NBL 0.44 6 15.6 0.76 C 24.6 NBT 0.55 B 19.7 0.78 C 29.2 NBR 0.28 B 17.8 0.38 C 23.0 SBL 0.33 B 15.4 0.72 C 22.7 SBT 0.67 C 21.9 0.76 C 29.2 SBR 0.09 B 17.2 0.19 C 22.1 EBL 0.22 B 19.9 0.13 C 21.8 EBTR 0.83 C 28.8 0.72 C 28.5 WBL 0.32 B 19.7 0.38 C 20.3 Black Cat Road 0.71 27.4/ WBTR 0.86 C 29.3 0.85 C 29.7 10 /Ustick Road Signal / C/C 26.9 0.73 NBL 0.13 B 19.2 0.12 B 18.3 NBTR 0.85 C 30.8 0.86 C 29.5 SBL 0.33 C 20.5 0.32 B 19.4 SBTR 0.58 C 24.2 0.67 C 23.8 V/C ratio is defined as vehicle-to-capacity ratio,which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour.LOS stand for Level of Service.Delay is reported in seconds per vehicle.Cells in the table above that are bolded,italicized,and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 9, all study intersections are projected to operate acceptably during the year 2025 background weekday AM and school PM peak hours in the after SH-16 scenario, except for: • Black Cat Road / US 20-26 (AM and school PM peak hours): As in existing conditions, this intersection operates at LOS E in the school PM peak hour. Additionally, the westbound movements exceed ITD's desire v/c ratio threshold of 0.90 in the AM and school PM peak hours. And the northbound through right movement is overcapacity during the AM peak hour,exceeding ACHD standard. • Black Cat Road/ McMillan Road (AM and school PM peak hours): As in existing conditions, this intersection operates at LOS F standards during AM and school PM peak hours. All movements are forecast to operate above capacity and exceed ACHD operational standards during the AM and school PM peak hours. I� 47 Kittelson&Associates,Inc. Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 O N �M OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS �17 985 4*—685 178 115 o a � 1 � Future Intersection Future Intersection Future Intersection N m Y m Q N STAR RD/ OWYHEE STORM AVE/ ERSATZ PL(GLASSFORD AVE)/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD NT N�V M In N�W NOO 0 28 155 43-0$ 90 41 21 82-0$ 37 68-*$ *1 48 70 F 51 110 F 100 279 F 316 291 F 318 307 F 383 271 F 252 228 -4—229 3� -21 188� -263 4� -25 40� -24 18� -9 45� -29 155� -194 i ? R f R I 1 I 1 I I N M 1 M M N N N M V(D V N N N N O � I N 16`. MCDERMOTT RD/ BLACK CAT RD/ 20 USTICK RD USTICK RD —26—— k\ A GO US 20/26 (Chinden Blvd) 0 m, N C O c D N T 3 19-.$ R`17 42-$ `34 n 342---IN- F 470 365---IN- F 411 42 i 18 34 55 o B Ortr i R t t l t /�I 1" fND fND N M(ND W A SITE c N McMi Ian Road a T n. > a, c p En ao N Ep n rt o n � D rt rt o Q 3 D N m U / Ustick Rd - Study Roadway Segment 'p-Study Intersection 2025 Background Traffic Volumes (Before SH-16 Extension) Figure -Study Access Intersection Weekday AM Peak Hour `JA Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 / N N OM OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS O © © 22 25 967 4*—1169 182 187 o 1 t Future Intersection Future Intersection Future Intersection N 0 m Y 0] m N STAR RD/ OWYHEE STORM AVE/ ERSATZ PL(GLASSFORD AVE)/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD K-., D,4 - K 186 54� 53 15 35 6 *1149 F 68 68 F 124 330 F 212 299� F 237 303 F 292 18 �378 22 67 74 12 83 28� -18 8 30 4 181 R f V) 1W 1\ � 1 t tw � I ��2� N N N O � I N 16 MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD 20_26 k\ A US 20/26 (Chinden Blvd) O ' ry �V N MMCD T 3 16-.$ �15 24-$ 83 n 415---IN- F 276 283---IN- F 349 � 56 i 15 27 �I 97 o B Ortr i R tt I t t 1" M W M O A SITE c N� McMi Ian Road a > _ a, c p En ao N Ep n rt o n D rt rt o Q 3 D Ntl m U / Ustick Rd - Study Roadway Segment 'p-Study Intersection 2025 Background Traffic Volumes (Before SH-16 Extension) Figure -Study Access Intersection Weekday School PM Peak Hour `JB Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 O)N �M OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS �17 889 4*—685 228 R f 115 7 \ 1 Q Future Intersection Future Intersection Future Intersection M Q Y m Q STAR RD/ OWYHEE STORM AVE/ ERSATZ PL(GLASSFORD AVE)/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD 0 O� Ln CO N CA N O O ►L Intersection ►` � ►L � ►t ` 28 194 11 51 166 37 68 48 70---P- F51 110 100 240-10- F291 Not Applicable 351 383 271---0- F252 228 -4-229 3� -21 213� -238 4� -25 This Scenario 8� or 45� so 155 4 0( i ? 11W V) 1W V� /W V� I f R� 1 t 1W V� 11W M N N O � I N 16 MCDERMOTT RD/ BLACK CAT RD/ 20 USTICK RD USTICK RD —26—— A 91 US 20/26 (Chinden Blvd) 0 m, c D N o � l � T Intersection 42 3 Not Applicable 365� F380 o m This Scenario 34 71 ° B 0 3 ASITE c m �Nr McMi Ian Road a >„ 1= O E r ao EP iv rt O n Q L i D � m U / Ustick Rd —- Study Roadway Segment 'p-Study Intersection 2025 Background Traffic Volumes (After SH-16 Extension) Figure -Study Access Intersection Weekday AM Peak Hour 6A Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS O © © 22-'$ 25 905 4*—1169 192-,� 187 >° * Future Intersection Future Intersection Future Intersection I r Q Y 0] m STAR RD/ OWYHEE STORM AVE/ ERSATZ PL(GLASSFORD AVE)/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD 0 rn o 0 o ro ro m r v r i m v in v OJ N V m r N ►t ►` � ►L ►t ` 12 235 Intersection 12 38 128 106 92 149 36---P- 68 68 F 124 281 206 Not Applicable 347---10- 292 186 F 249 203—10- -4—378 1� -22 73� -68 12� -83 This Scenario 6� �32 42� Or 101 4 0( 181 i ? ° V� 11W V) 1W 1\ /W V� I f R R� 1 t � 1 11W inN o v <n inmr mrim N N O � I N 16 MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD 20_26 O US 20/26 (Chinden Blvd) O ' N� ry M M I� o � l � T Intersection 3 Not Applicable 283---IN- F321 o m This Scenario 27 111 ° B 0 3 ASITE c m �Nr McMi Ian Road a >„ 1= O E r ao EP iv rt O n Q L i D � m U / Ustick Rd —- Study Roadway Segment 'p-Study Intersection 2025 Background Traffic Volumes (After SH-16 Extension) Figure -Study Access Intersection Weekday School PM Peak Hour 66 Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Valley Christian School TIS July 2022 Transportation Impact Analysis Year 2025 Background Conditions Intersection Mitigations This section highlights the mitigations needed to address each of the intersections not meeting traffic operational standards or thresholds under the year 2025 background traffic conditions. Black Cat Road/US 20-26 Under both the before and after SH-16 scenarios,the intersection of Black Cat Road/US 20-26 operates at LOS E during the school PM peak hour,exceeding the ITD LOS D operating threshold but meeting ACHD LOS standard. Additionally, under both scenarios, the westbound through-right, westbound left and eastbound through operate under capacity meeting ACHD lane group standard but exceed ITD's desired v/c ratio thresholds of 0.90 during the AM and school PM peak hours. Under the after SH-16 scenario, the northbound through-right operates over capacity during the AM peak hour, exceeding both ACHD standard and ITD's desired v/c ratio thresholds. As this signalized intersection was recently re-built by ITD in 2021 to provide additional capacity, was not requested for analysis by ITD, and meets ACHD signalized intersection operating standards, no further mitigation was investigated. Signal timing mitigation, which would require ITD and ACHD coordination is explored at this location further under the Total Traffic scenarios. Black Cat Road/McMillan Road As under existing traffic conditions, mitigation is needed at Black Cat Road / McMillan Road to achieve an acceptable LOS. The ACHD 2022-2026 IFWYP identifies improving this intersection to a multi-lane roundabout configuration in the future (Project #: 203779). This improvement may be implemented before the Cole Valley Christian School development year timeframe of 2025, with design and right-of- way acquisition planned for the roundabout by 2023, however the construction year is unspecified. Per ACHD policy,signal warrants were evaluated. MUTCD peak hour and four hour volume warrants were met under existing conditions. Under 2025 background conditions the MUTCD eight-hour volume warrant is also met. Table 10 outlines projected operations of the intersection with both the planned ACHD roundabout mitigation and a possible interim signalization mitigation measure in place.As shown, constructing either a roundabout with ACHD's planned multilane configuration or signalizing the intersection with typical 3x3 lane configuration will both mitigate the intersection operations to acceptable levels under the before SH-16 and after SH-16 scenarios for 2025 background conditions. Appendix H contains the year 2025 mitigated background traffic operational worksheets. Table 10.Year 2025 Mitigated Background Conditions at Black Cat Road/ McMillan Road DelayIntersection Intersection AM/PM Lane AM Peak Hour School PM Peak Hour Scenario Intersection Control WC LOS Delay Group V/C LOS Delay WC LOS Before Roundabout A/A 7.6 / EBLTR 0.39 A 8.4 0.51 B 10.6 SH-16 8.3 WBLTR 0.44 A 8.6 0.36 A 8.3 IZA 52 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis Black Cat Road 0.44 NBLTR 0.34 A 6.4 0.38 A 7.5 /McMillan / Road 0.51 SBLTR 0.34 A 7.1 0.32 A 6.2 EBL 0.19 B 10.1 0.16 B 11.3 EBTR 0.58 A 8.5 0.40 A 7.8 WBL 0.07 A 9.9 0.19 A 9.5 Black Cat Road 0.54 8 9/ WBTR 0.53 A 8.2 0.64 A 9.3 /McMillan Signal / A/A 91 Road 0.56 NBL 0.09 B 10.7 0.13 B 11.1 NBTR 0.61 A 8.8 0.58 A 8.6 SBL 0.10 B 10.3 0.11 B 10.3 SBTR 0.65 A 9.2 0.65 A 9.2 EBLTR 0.43 A 10.0 0.50 B 10.2 Black Cat Road 0.54 8 9/ WBLTR 0.54 B 10.4 0.32 A 7.8 /McMillan Roundabout / A/A 80 Road 0.50 NBLTR 0.38 A 6.9 0.39 A 7.7 SBLTR 0.39 A 8.2 0.32 A 6.1 EBL 0.38 B 12.1 0.31 B 12.3 After EBTR 0.51 A 8.6 0.36 A 7.7 SH-16 WBL 0.07 B 10.4 0.18 A 9.5 Black Cat Road 0.56 WBTR 0.47 A 8.4 0.57 A 8.9 /McMillan Signal / B/A 1 9.2/ Road 0.56 '8 NBL 0.11 B 13.7 0.15 B 12.8 NBTR 0.62 B 10.3 0.61 A 9.9 SBL 0.11 B 12.4 0.13 B 12.0 SBTR 0.73 1 B 1 11.5 0.67 B 10.6 Year 2025 Background Roadway Segment Analysis Peak hour, peak direction roadway segment volumes for the highest volume link of each roadway segment and resultant LOS per ACHD Policy Manual 7106.4.1 for ACHD roadway facilities are shown in Table 11 and Table 12. Table 11. 2025 Background Traffic Roadway Segment Operations, Before SH-16-Weekday AM and School PM Peak Hour Weekday School ACHDPeak 1WeekdayAM Peak Hour PM Peak Hour Two Hour Stid. One-Way One-Way Way Travel Volume Volume/ Volume/ Meets Direction Roadway Segment Classification' ADT 5 Lanes' (One-Way) Direction ALa I Std. McMillan Road Minor Arterial 2 E/575 298/EB Yes 279/WB Yes (Star Road to Owyhee Storm Avenue) 4,060 McMillan Road (Owyhee Storm Avenue to McDermott Minor Arterial 23 E/575 381/WB Yes 381/EB Yes Road) 3,900 McMillan Road Minor Arterial 2 E/575 432/WB Yes 375/WB Yes (McDermott Road to Black Cat Road) 3,570 McMillan Road Minor Arterial 24 E/575 451/EB Yes 7471 No (Black Cat Road to Ten Mile Road) 5,800 Ustick Road Principal 2 E/690 557/WB Yes 487/EB Yes (Owyhee Storm Ave to McDermott Rd) Arterial 4,710 IZ 53 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis Ustick Road Principal 2 E/690 505/WB Yes 457/EB Yes (McDermott Road to Black Cat Road) Arterial 8,610 Ustick Road Principal 2 E/690 508/EB Yes 529/WB Yes (Black Cat Road to Ten Mile Road) Arterial 6,260 Black Cat Road Minor Arterial 3 E/720 396/NB Yes 423/NB Yes (US 20-26 to McMillan Road) 4,650 Black Cat Road Minor Arterial 2 E/575 348/NB Yes 421/SB Yes (McMillan Road to Ustick Road) 4,590 Owyhee Storm Avenue Collector 2 D/425 451/SB No 415/NB Yes (McMillan Road to Ustick Road) 3,490 'Per COMPASS 2040 Functional Street Classification Map(Reference 6);'Travel lanes include the total number of lanes across the roadway's respective cross section;'It is noted that McMillan Road from Owyhee Storm Avenue to Glassford Avenue was recently widened to 3-lanes.For conservative analysis of the overall segment that continues to McDermott Road,segment volume is compared to the 2-lane section standard.;4It is noted that McMillan Road from Black Cat Road to San Vito Way is a 2-lane section, and from San Vito Way to Ten Mile Road is a 3-lane section.For conservative analysis of the overall segment,segment volumes is compared to 2-lane section standard. 'Future two way ADT estimate is calculated by growing existing ADT by the background growth rate and adding an ADT estimate for the in-process Gander Creek development on a given roadway segment. Table 12. 2025 Background Traffic Roadway Segment Operations,After SH-16 Extension -Weekday AM and School PM Peak Hour PM Weekday School WRI"I W ACHD Peak Weekday AM Peak Hour PM Peak Hour Two Hour Stcl. One-Way One-Way Way Travel Volume VcilurrIe/ Volume/ Meets rRoadway Segment Classification' ADT' Lanes' (One-Way Direction Direction Std. McMillan Road Minor Arterial 4,440 2 E/575 323/EB Yes 279/WB Yes (Star Road to Owyhee Storm Avenue) McMillan Road (Owyhee Storm Avenue to McDermott Minor Arterial 3,750 23 E/575 356/WB Yes 381/EB Yes Road) McMillan Road Minor Arterial 3,760 2 E/575 482/EB Yes 375/WB Yes (McDermott Road to Black Cat Road) McMillan Road Minor Arterial 5,800 24 E/575 451/EB Yes 747/WB No (Black Cat Road to Ten Mile Road) Ustick Road Principal 4,410 2 E/690 500/WB Yes 487/EB Yes (Owyhee Storm Ave to McDermott Rd) Arterial Ustick Road Principal 8,360 2 E/690 474/WB Yes 457/EB Yes (McDermott Road to Black Cat Road) Arterial Ustick Road Principal 6,360 2 E/690 541/EB Yes 529/WB Yes (Black Cat Road to Ten Mile Road) Arterial Black Cat Road Minor Arterial 5,080 3 E/720 495/NB Yes 423/NB Yes (US 20-26 to McMillan Road) Black Cat Road Minor Arterial 4,680 2 E/575 363/NB Yes 421/SB Yes (McMillan Road to Ustick Road) Owyhee Storm Avenue (McMillan Road to Ustick Road) Collector 3,490 2 D/425 451/SB Yes 415/NB Yes 'Per COMPASS 2040 Functional Street Classification Map(Reference 6);2Travel lanes include the total number of lanes across the roadway's respective cross section;3It is noted that McMillan Road from Owyhee Storm Avenue to Glassford Avenue was recently widened to 3-lanes.For conservative analysis of the overall segment that continues to McDermott Road,segment volume is compared to the 2-lane section standard.;4It is noted that McMillan Road from Black Cat Road to San Vito Way is a 2-lane section, and from San Vito Way to Ten Mile Road is a 3-lane section.For conservative analysis of the overall segment,segment volumes is compared to 2-lane section standard. 'Future two way ADT estimate is calculated by growing existing ADT by the background growth rate,adding an ADT estimate for the in-process Gander Creek development on a given roadway segment and accounting for an estimated ADT McMillan Road re-route due to the SH-16 project. IZ54 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis As shown in Tables 11 and 12, most roadway segments are projected to meet ACHD LOS thresholds under 2025 background conditions for both the before SH-16 and after SH-16 scenarios during the weekday school AM and PM peak hours, except for: • McMillan Road (Black Cat Road to Ten Mile Road): As was seen under existing conditions, this segment of McMillan Road is expected to experience heavy westbound through movements during the afternoon peak hour, as it serves as an arterial connecting unincorporated Meridian to more urban areas. During the school PM peak hour (3:30-4:30 PM), the highest volume link westbound directional volume exceeds ACHD minor arterial 2-lane LOS standard. It is noted that McMillan Road from Black Cat Road to San Vito Way is the segment that is a 2-lane section and has a peak directional volume of 451, meeting ACHD standard, while from San Vito Way to Ten Mile Road,where the peak direction volume of 747 is experienced, is a 3-lane section.The school PM peak hour westbound directional volume of 747 does still exceed the ACHD 3-lane minor arterial standard. While the CIP identifies other adjacent segments of McMillan from Star Road to Black Cat Road as future three-lane minor arterials, the segment from Black Cat Road to Ten Mile Road has not been identified. If McMillan Road were reconstructed to provide median- control, with channelized left-turn lanes, or widened to provide more than 1 travel lane in each direction, ACHD roadway segment volumes threshold could be met. • Owyhee Storm Avenue (McMillan Road to Ustick Road): During the AM peak hour, the southbound directional volume (451) exceeds ACHD collector 2-lane LOS standard (425) before and after SH-16. If Owyhee Storm Avenue were widened to a 3-lane collector, providing a continuous left-turn lane,the increased ACHD LOS standard (530) could be met. PROPOSED DEVELOPMENT PLAN Cole Valley Christian School is proposing to build a new pre-K through grade 12 school campus in the northeast quadrant of the McMillan Road and Owyhee Storm Avenue intersection. This new school location will relocate and combine the existing Elementary and Secondary campuses located in Boise and Meridian, respectively.The proposed school has a capacity of approximately 1,825 students.The site will access an extension of Owyhee Storm Avenue north of McMillan Road and have two site driveways to Ersatz Place,which ITD is building as a local road in conjunction with the SH-16 project.The exact location of where Ersatz Place connects to McMillan Road is under revision currently. Initially, ITD design plans showed Ersatz Place constructed offset from the recently constructed Glassford Avenue. Based on recent meetings with ACHD and ITD, and updated communication from ITD's design team, they are looking to update the design plan so that Ersatz Place meets McMillan Road aligned with Glassford Avenue. As the specific right-of-way for that alignment has not been obtained by ITD as of the writing of this report,this study base case future 2025 scenarios assume the re-alignment of Ersatz Place with Glassford Avenue can be achieved to form a typical four approach intersection. However, as Right-Of-Way negotiations are on-going, in case Ersatz Place re-alignment cannot be achieved before Cole Valley Christian School opens, an interim access scenario analysis is also presented with an offset Ersatz Place connecting to McMillan Road as a right-in, right-out only stop-controlled intersection until re-alignment is achieved in the future. IZA 55 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis Though ITD initially plans to construct Ersatz Place as a local road, based on the future peak hour and ADT presented herein,the planned school use and potential for additional redevelopment north of McMillan Road, it is anticipated Ersatz Place will function as a collector and is therefore compared to collector standards. Trip Generation Given the project's unique nature, traffic count data was collected the existing Cole Valley Christian Elementary and Secondary locations in May 2021 with the intention of developing a custom trip generation estimate for the proposed combined campus. However, the data collected at the Secondary School location included year-end events and was therefore not a reliable representation of typical school generated traffic. Therefore, a composite trip generation estimate was developed, which uses the observed Cole Valley Christian primary school trip rate for the planned pre-K and elementary students (850), and the ITE Trip Generation, 10th Edition published rates Private School (K-12) for the senior students (975).Table 13 summarizes the resulting estimated trip generation for the proposed Cole Valley Christian School. Table 13.Cole Valley Christian School Estimated Trip Generation Land Use ITE Code Size Daily Weekday AM Peak Weekday School PM Peak (Students) Total In Out Total In Out Site Specific Pre-K to - 850 1,714 824 434 390 630 284 346 Grade 8 Private School 536 975 2,418 790 482 308 566 238 328 (Grades K-12) Summary 1,825 4,132 1,614 916 698 1,196 522 674 As shown in Table 13,the Cole Valley Christian School is estimated to generate approximately 4,132 daily trips. Of the daily trips, approximately 1,614 will occur during the weekday school AM peak hour (sometime between 7:00 AM and 9:00 AM), and approximately 1,196 trips will occur during the weekday school p.m. peak hour (sometime between 2:30 PM. and 4:30 PM). Currently, Cole Valley Christian Schools start as early as 8:10 AM and dismiss at 3:15 PM. Site Trip Distribution/Trip Assignment The estimated distribution of trips for the proposed school was developed using zip code data provided by both current Cole Valley Christian School locations and were assigned considering the network connections to and from the proposed development under each scenario. The TIS assumes and analyzes two scenarios: • Assumes the ultimate access configuration with a connection to the McMillian Road/Owyhee Storm Avenue intersection as a fourth leg of that intersection and access to Ersatz Place, before the SH-16 extension is complete. IZA 56 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis • Assumes the ultimate access configuration with a connection to the McMillian Road/Owyhee Storm Avenue intersection as a fourth leg of that intersection and access to Ersatz Place, after the SH-16 extension is complete. The site generated trip distribution pattern estimate and the trip assignments for the before SH-16 scenario is shown in Figure 7A and Figure 713, and the after SH-16 scenario is shown in Figure 8A and Figure 8B. These trips reflect the trip generation of the proposed school during typical weekday school AM and school PM peak hours. Additionally, as ITD requested trip tracking at the Star Road/US 20-26 intersection, Figures 7A,713,8A and 8B include trip assignment information for this intersection. IZANINI 57 Kittelson&Associates,Inc. Cole Volley Christian School TIS July 2022 r STAR RD/ BLACK CAT RD/US 20-26 US 20-26 OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ `v FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS l � o Q � l� ° 414 �123 ♦ 14-, -69 t / 1 / i �315 19 4 364� M M Trip Reporting for ITD J N OJ N H Q STAR RD/ OWYHEE STORM AVE/ ERSATZ PL(GLASSFORD AVE)/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD R 164 192� `189 64� `442 63---4 17 46 35 64 50 142 189 354---IN- 466 354 466 209---IN- -0-275 140 -0-183 ° f 121 4 82 52 E co 5% N 15% - 61 MCDERMOTT RD/ BLACK CAT RD/ x 20_26 USTICK RD USTICK RD 5% US 20/26 (Chinden Blvd) N 6N uN 3 o n 37 k-34 a 14 �15 26� �34 ' 10-'�4 14 4 f 1 N B 3 t 3 A SITE c CD � McMi Ian Road � ° Q 20/o p W P n rt E � � n ((D < Q (/) CD rt N p Q 3 o D o 15% N0 0 Ustick Rd 15% 1 —- Study Roadway Segment '0-Studylntersection Trip Distribution and Assignment (Before SH-16 Extension) Figure -Study Access Intersection Weekday AM Peak Hour 7A Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Volley Christian School TIS July 2022 r STAR RD/ BLACK CAT RD/US 20-26 US 20-26 OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ `v FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS a l� 23� �70 40 1 1 r i 305 18 4 351 N Trip Reporting for ITD 0] J M V r V N N H m STAR RD/ OWYHEE STORM AVE/ ERSATZ PL(GLASSFORD AVE)/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD 0' 0' 01, 0 V M M o f N W M �N � ILR � kR 4 .� 159 109� `108 36� `252 60-'$ 17 26 24 36 48 137 108 342 265 342 265 203---IN- -0-156 135 -0-104 ° f 116 4 79� 51 E W 5% N 15% MCDERMOTT RD/ BLACK CAT RD/ 20_2g 0 USTICK RD USTICK RD 5% US 20/26 (Chinden Blvd) M % - N 61N ulN N 0 (D 22 19 (D 13� .0-9 25 -0-20 10� 134 A SITE c CD V 1 V) 1 McMi Ian Road �- ° 0 O-c� F0 O 0 5/o R = 20% o n E C > Q O 7o N < a fn (D '� r-r !L N O Q 3 D (D 0 15% Ustick Rd m 15% 1 % `T - Study Roadway Segment '0-Studylntersection Trip Distribution and Assignment (Before SH-16 Extension) Figure -Study Access Intersection Weekday School PM Peak Hour 7B Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Volley Christian School TIS July 2022 r STAR RD/ BLACK CAT RD/US 20-26 US 20-26 1 OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ a FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS l a 46� �133 • 17—, �69 f 393 15 290 o m M M I N Trip Reporting for ITD rn o Q STAR RD/ OWYHEE STORM AVE/ ERSATZ PL(GLASSFORD AVE)/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD 0 0 0 N r r r H N N N O V N K ChJN � X) �182 203� 141 68 329 Intersection 17�46� �35 68� �54 107� �141 Not Applicable 298� �412 �275 140� �183 This Scenario 5z� m i S% 15% s MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD zo-ze 5% US 20/26 (Chinden Blvd) lo% NO m N a 3 Ilk Intersection ►` i o Not Applicable 26 17 CD CD This Scenario B 0 3 A SITE c CD Q MCMi Ian Road 0 0 0� 5% X' 20% U a0 Ln rt CD (n n Oa / Er CP 3 a D � N 15% n N Ustick Rd 25% - Study Roadway Segment '0-Study Intersection Trip Distribution and Assignment (After SH-16 Extension) Figure -Study Access Intersection Weekday AM Peak Hour gA Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Volley Christian School TIS July 2022 r STAR RD/ BLACK CAT RD/US 20-26 US 20-26 1 OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS a 26� �75 6-, �39 f 380 15 I vvm 279� M M O N Trip Reporting for ITD � N� J N N H m STAR RD/ OWYHEE STORM AVE/ ERSATZ PL(GLASSFORD AVE)/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD H N In O_ N V 1fJ M N N V J �176 115� �79 38� �185 Intersection 60� 17� 26---0- -0-34 38---10- 52 104---0- -0-79 Not Applicable 28810- -0-231 203---1� -0-157 13510- -0-105 ° * This Scenario 25� 51 E I E O 5% 15% 6 MCDERMOTT RD/ BLACK CAT RD/ 20 * 26 ♦ USTICK RD USTICK RD US 20/26 (Chinden Blvd) 0 10% N N N 3 N Intersection o Not Applicable 25 �10 D This Scenario B = 0 3 A SITE c MCMi�Ian Road �- 0 0 5% �0 O ° p E, = 20/o rt W a O V), n sv C 01Z = U �O (D D - rt m Q V) rD N 0 1Z m � g D (D 15% o Ustick Rd 25% T - Study Roadway Segment '0-Study Intersection Trip Distribution and Assignment (After SH-16 Extension) Figure -Study Access Intersection Weekday School PM Peak Hour 8B Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Valley Christian School TIS July 2022 Transportation Impact Analysis YEAR 2025 TOTAL TRAFFIC CONDITIONS The total traffic conditions analysis forecasts how the study area's transportation system will operate with the traffic generated by the proposed Cole Valley Christian School. The site-generated traffic was added to the year 2025 background traffic volumes to arrive at the year 2025 total traffic volumes. This section first evaluates the year 2025 total traffic intersection operations and segment analysis for all scenarios. Later, this section highlights mitigations needed to address each of the intersections and segments exceeding the operational thresholds for each scenario. Year 2025 Total Intersection Operations - Before SH-16 Table 14 presents the year 2025 total traffic operations results for the before SH-16 scenario at each study intersection and site access intersection during the weekday AM and PM peak hours. Figures 9A and Figure 913 show the traffic volumes under year 2025 total traffic conditions for the before SH-16 scenario.Appendix/contains the year 2025 total traffic synchro worksheets for the before SH-16 scenario. Table 14.Year 2025 Total Intersection Operations-Before SH-16 Weekday AM and School PM Peak Hour Intersection I ntersection AM/PM LaIL AM Peak Hour School PM Peak Hour EBL 0.06 B 17.4 0.21 D 40.1 EBT 0.72 C 29.4 0.96 E 71.0 EBR 0.30 C 22.0 0.44 D 45.2 0.68 WBL 0.71 C 22.8 0.92 E 76.6 1 US 20-26 Black Cat Road Traffic Signal / C/E 64.8/ W BTR 0.44 C 20.1 0.88 D 54.9 / 0.72 NBL 0.45 D 35.2 0.73 E 64.4 NBTR 0.98 F 88.6 0.94 F 97.2 SBL 0.28 D 41.7 0.33 E 68.7 SBTR 0.16 D 43.4 0.50 E 73.9 EBL 0.19 C 26.2 0.08 C 20.6 EBTR 0.23 C 25.3 0.11 B 18.4 WBL 0.05 C 22.5 0.04 B 16.5 Star Road/ WBTR 0.90 D 45.2 0.89 C 33.5 2 McMillan Traffic Signal 0.�8 D/C 429 i/ Road NBL 0.01 C 29.8 0.00 C 25.3 0.68 NBTR 0.87 D 43.6 0.84 D 36.0 SBL 1.03 F 76.1 0.64 C 22.2 SBTR 0.45 C 21.6 0.39 C 21.5 EBL 0.36 B 17.5 0.37 B 19.4 EBTR 0.86 C 32.6 0.62 C 24.6 WBL 0.75 C 21.4 0.25 B 19.2 Owyhee Storm 0.66 WBT 0.29 C 21.6 0.64 C 25.8 3 Avenue/ Traffic Signal / C/C 27.1/ WBR 0.44 C 23.0 0.47 C 24.1 McMillan 0.42 22.2 Road NBL 0.43 C 24.4 0.35 B 14.8 NBTR 0.79 C 34.3 0.79 C 24.4 SBL 0.51 C 26.8 0.42 B 18.1 SBTR 0.78 D 38.7 0.64 C 24.9 4 Ersatz Place TWSC EBL 0.11 B 11.0 0.04 A 8.9 Road/ EBTR - I� 62 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis McMillan WBL 0.03 A 8.4 0.09 A 8.8 Road WBT - - - - - - WBR - NBLTR 0.27 C 20.6 0.15 C 16.8 SBL 3.16 F 1052 2.51 F 750.4 SBR 0.11 B 12.6 0.08 B 10.6 EBLTR 2.17 F 398.0 1.52 F 253.2 McDermott Road/ 351.3WBLTR 2.22 F 450.1 1.14 F 73.1 5 McMillan AWSC F/F 157.3 NBLTR 0.90 D 33.1 0.48 C 17.4 Road do SBLTR 0.50 C 22.0 0.11 B 13.6 EBLTR 0.77 C 15.4 0.52 A 8.3 Rustic Oak 0.77 WBLTR 0.60 A 9.8 0.58 A 9.4 6 McMillan 0.58 / B/A 187/ 0.58 NBLTR 0.11 A 8.5 0.08 A 5.9 Road SBLTR 0.15 A 7.7 0.07 A 6.4 EBLTR 3.13 F 577.1 2.32 F 380.7 Black Cat Road 380.5 WBLTR 2.77 F 387.9 2.27 F 349.6 7 /McMillan AWSC - F/F / Road 285.0 NBLTR 2.28 F 220.3 1.82 F 167.5 SBLTR 2.33 F 208.6 1.86 F 177.6 EBL 0.34 C 22.3 0.52 C 28.1 EBT 0.83 D 37.4 0.70 D 38.2 EBR 0.56 C 28.6 0.37 C 31.0 WBL 0.66 C 21.5 0.57 C 25.2 WBT 0.78 C 32.2 0.89 D 47.8 Ten Mile Road 0.77 WBR 0.11 C 20.3 0.32 C 28.0 8 /McMillan Traffic Signal / C/D 27.7/ Road 0.97 38.1 NBL 0.65 C 20.7 0.92 D 52.2 N BT 0.54 C 24.4 0.82 D 38.0 NBR 0.28 C 22.1 0.40 C 28.8 SBL 0.35 C 20.7 0.78 C 33.1 SBT 0.73 C 29.9 0.82 D 39.2 SBR 0.16 C 24.0 0.24 C 28.5 EBL 0.07 B 15.0 0.04 A 9.2 EBTR 0.58 A 9.4 0.72 A 9.9 McDermott 0.72 WBL 0.05 B 11.8 0.05 B 12.4 9 Road/Ustick Traffic Signal / B/B 1 Road 0.64 10. / 5 WBTR 0.76 B 11.5 0.47 A 7.7 NBLTR 0.62 B 15.0 0.52 B 13.5 SBLTR 0.56 B 14.6 0.46 B 13.1 EBL 0.26 C 23.9 0.15 C 23.5 EBTR 0.78 C 32.3 0.71 C 29.7 WBL 0.26 C 22.1 0.35 C 21.6 Black Cat Road 0.82 35.6/ WBTR 0.91 D 42.4 0.88 D 35.5 10 /Ustick Road Traffic Signal / D/C 31.2 0.79 NBL 0.21 C 23.2 0.18 C 20.9 NBTR 0.89 D 41.7 0.88 D 35.8 SBL 0.46 C 25.4 0.43 C 22.4 SBTR 0.66 C 30.0 0.75 C 28.3 Owyhee Storm WBL 0.46 B 13.6 0.39 B 11.8 11 Avenue/Site TWSC 569/ WBR - A 0.0 - A 0.0 Access A NBTR - 13 TWSC EBLR 0.38 B 10.5 0.37 B 10.3 I� 63 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis Ersatz Place 8 8/ NBTL 0.33 A 8.3 0.19 A 7.8 Road/Site A 8.7 SBTR Access C Ersatz Place 7. EBLR 0.02 A 8.4 0.02 A 8.4 14 Road/Site TWSC 6/ NBTL 0.02 A 7.2 0.01 A 7.2 Access B SBTR - V/C ratio is defined as vehicle-to-capacity ratio,which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour.LOS stand for Level of Service.Delay is reported in seconds per vehicle.Cells in the table above that are bolded,italicized,and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. As shown in Table 14, all study intersections are projected to operate at acceptably during the year 2025 total weekday AM and school PM peak hours, except for: ■ Black Cat Road / US 20-26 (AM and School PM peak hour): As under existing and background conditions, this intersection exceeds ITD's desired operational threshold in the school PM peak hour. Additionally, the eastbound, westbound and northbound movements exceed ITD's desired v/c threshold of 0.90 although they are under capacity. During the AM peak hour the northbound through-right movement also exceeds ITD's desired v/c threshold of 0.90 although it is under capacity. Traffic from the proposed school does not significantly change the operational results at this intersection compared to 202S background conditions. ■ Star Road/McMillan Road (AM peak hour): During the AM peak hour the southbound left-turn movement operates over capacity, exceeding ACHD v/c threshold of 1.00. ■ Ersatz Place Road / McMillan Road (AM and School PM peak hour): Due to the nature of traffic generation by a school this intersection experiences substantial peaks of traffic during the AM and PM peak hours as teachers, students, and parents are arriving and departing the school campus. These peaks result in the southbound movement operating at LOS F and overcapacity during the AM and school PM peak hours. ■ McDermott Road / McMillan Road (AM and School PM peak hour): The eastbound and westbound movements at this AWSC intersection are projected to operate at LOS F and overcapacity during the AM and school PM peak hours. ■ Black Cat Road / McMillan Road (AM and School PM peak hour): As under existing and background conditions, this intersection and intersection movements operate at LOS F and overcapacity during the AM or school PM peak hour. ■ Ten Mile Road / McMillan Road (School PM peak hour): During the school PM peak hour, the overall intersection exceeds the ACHD operational standard for intersection v/c ratio of 0.90, however, the intersection is operating under capacity with a v/c of 0.97. Intersection mitigations are further discussed following the presentation of all total traffic intersection and roadway segment operations. IZANINI 64 Kittelson&Associates,Inc. Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 M OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ Q FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS �17 985 -0-685 192 184 R 1 t 1W � N 315 19-.14 364 m 1 11 STAR RD/ OWYHEE STORM AVE/ ERSATZ PL(GLASSFORD AVE)/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD o �O V V V O M M�V M In O�W InO O 0 28 319 192-lo$ k�189 64-o$ 442 43� 90 41 21 145-0$ 37 85-*$ 48 116 F 86 174 F 150 421 505 645---0- F 784 661 F 849 480---10- F 527 368 F 412 3� s, 88� �263 4� -25 161� -24 18� or 127� so 207� so-194 i ? R R f R R 11 t1W 1 � 1tt I � 1t � 1 11W NInN MOB W InO(O MIEN �(D O OMN I N M N 1 c D O N N N c D N N N N O I N 16`. MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD PO_26 O US 20/26 (Chinden Blvd) 0 m' ry N�CO N M OJ T 3 19� �54 42-0$ �68 n 356---IN- F 485 391 F 445 � 52�• 18 48 55 i B o 3 * SITE c m I � 1 � M N McMi Ian Roadl[::: a c) 1= O p iv O En N Ep n rt o n 0- D rt CID rt o Q 3 D N m U / Ustick Rd - Study Roadway Segment 'p-Study Intersection 2025 Total Traffic Volumes (Before SH-16 Extension) Figure -Study Access Intersection Weekday AM Peak Hour 9A Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 / N N OM OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS o O © © 22 25 E 967---P- 1169 190-'� 227 R 1 t 1W w M N 60 m N � 305 18 351 >o ° R 11 N N L� STAR RD/ OWYHEE STORM AVE/ ERSATZ PL(GLASSFORD AVE)/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD a T T V M M OD N O M T In N OJ OJ O I�V 0 12-.$ 345 109-'$ 108 36-o$ 252 54-';o 53 15-*$ 35 124-0$ 106 109-**4 149 E 62 F 102 104 F 172 467 F 320 641 F 502 645 F 557 389 405 338 F 482 1 4 22 67 �74 12� or 83 144� -18 8 30 121 96 152 so 181 N 1\ 1 1WR`■ 11W R`■ /W N\ 1 tw 1\ 1 1WR`■ 1 1W 1\ 1 1W 1fJN �2�(O N N O J �I N 16 MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD Po_26 O US 20/26 (Chinden Blvd) 0 ' O M 6 N cOD ry �V MMO) T 3 16-0$ 37 24-0$ �102 n 428---IN- F 285 308---IN- F 369 � 66�• 15 40 97 i B o 3 * ASITEc m � I � � 1 � M N � McMi Ian Road a iv 1= O En N Ep n rt o n D rt C rt o Q 3 D Ntl m U / Ustick Rd - Study Roadway Segment 'p-Study Intersection 2025 Total Traffic Volumes (Before SH-16 Extension) Figure -Study Access Intersection Weekday School PM Peak Hour 96 Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Valley Christian School TIS July 2022 Transportation Impact Analysis Year 2025 Total Roadway Segment Analysis — Before SH-16 Peak hour, peak direction roadway segment volumes for the highest volume link of each roadway segment and resultant LOS per ACHD Policy Manual 7106.4.1 for ACHD roadway facilities are shown in Table 15. Table 15.Total Traffic Roadway Segment Operations—Before SH-16 Weekday AM and School PM Peak Hours Weekday School PM ACHD Peak Weekday AM Peak Hour Peak Hour Two Hour Std. One-Way One-Way Way Travel Volume Volume/ Meets Volume/ Meets Roadway Segment Classification' ADT 6 Lanes' (One-Way) Direction Std. Direction Std. McMillan Road Minor Arterial 5,230 2 E/575 554/EB Yes 472/WB Yes (Star Road to Owyhee Storm Avenue) McMillan Road (Owyhee Storm Avenue to McDermott Minor Arterial 6,730 23 E/575 1,0121WB No 8391EB No Road) McMillan Road Minor Arterial 5,660 2 E/575 8981WB No 6681EB No (McDermott Road to Black Cat Road) McMillan Road Minor Arterial 7,040 24 E/575 6771WB No 9031WB No (Black Cat Road to Ten Mile Road) Ustick Road Principal 4,850 2 E/690 586/WB Yes 510/EB Yes (Owyhee Storm Ave to McDermott Rd) Arterial Ustick Road Principal 8,850 2 E/690 557/WB Yes 495/EB Yes (McDermott Road to Black Cat Road) Arterial Ustick Road Principal 6,570 2 E/690 568/WB Yes 568/WB Yes (Black Cat Road to Ten Mile Road) Arterial Black Cat Road Minor Arterial 5,030 3 E/720 460/SB Yes 483/NB Yes (US 20-26 to McMillan Road) Black Cat Road Minor Arterial 5,080 2 E/575 456/NB Yes 500/SB Yes (McMillan Road to Ustick Road) Owyhee Storm Avenue Collector 3,620 2 D/425 475/SB No 432INB No (McMillan Road to Ustick Road) Owyhee Storm Avenue Collector 1,870 3 D/530 410/NB Yes 305/SB Yes (McMillan Road to Site Access) Ersatz Place Collectors 2,270 35 D/530 506/NB Yes 369/SB Yes (McMillan Place Road to Site Access C) 'Per COMPASS 2040 Functional Street Classification Map(Reference 6);2Travel lanes include the total number of lanes across the roadway's respective cross section;3It is noted that McMillan Road from Owyhee Storm Avenue to Glassford Avenue was recentlywidened to 3-lanes.For conservative analysis of the overall segment that continues to McDermott Road a 2-lane section is summarized.;4It is noted that McMillan Road from Black Cat Road to San Vito Way is a 2-lane section,and from San Vito to Ten Mile Road is a 3-lane section.For conservative analysis of the overall segment a 2-lane section is summarized.'Though ITD initially plans to construct Ersatz Place as a local access road,the functionality of the road will change with the Cole Valley Christian School development or any other re-development north of McMillan Road.Based on analyses presented later in this report,a northbound left-turn lane is recommended to Site Access C,therefore the segment analyses for Ersatz Place are compared to a collector roadway with left-turn threshold(530).Without left-turn lanes,the threshold would decrease to 425 and would be exceeded.'Future ADT estimate is calculated by adding estimated Cole Valley Christian School daily trips on a given segment to background ADT estimate. As shown in Table 15, most roadway segments are projected to meet ACHD LOS thresholds under year 2025 total conditions for the before SH-16 scenario during the weekday AM and PM peak hours, except for: IZANINI 67 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis • McMillan Road (Owyhee Storm Avenue to McDermott Road): AM and school PM peak hour direction volumes are forecast to exceed the ACHD minor arterial roadway standards for a two or three lane minor arterial. The ACHD CIP identifies McMillan Road as a future 3-lane section. • McMillan Road (McDermott Road to Black Cat Road): AM and school PM peak hour direction volumes are forecast to exceed the ACHD minor arterial roadway standards for a two lane minor arterial. The AM peak hour direction volume also exceeds the ACHD minor arterial roadway standard for a three-lane arterial. The ACHD CIP identifies McMillan Road as a future 3-lane section. • McMillan Road (Black Cat Road to Ten Mile Road): AM and school PM peak hour directional volumes are forecast to exceed ACHD minor arterial 2-lane LOS standard. As previously noted, McMillan Road from Black Cat Road to San Vito Way is the segment that is a 2-lane section and while from San Vito Way to Ten Mile Road is a 3-lane section. If compared to the 3-lane minor arterial LOS E standard (720), the AM directional volume does meet the standard, but the PM directional volume still exceeds the three-lane standard, as under 2025 background conditions. The CIP does not identify a project or widening on McMillan Road from Black Cat Road to Ten Mile Road. While the CIP identifies other adjacent segments of McMillan from Star Road to Black Cat Road as future three-lane minor arterials, the segment from Black Cat Road to Ten Mile Road has not been identified. • Owyhee Storm Avenue (McMillan Road to Ustick Road): During the AM peak hour, the southbound directional volume (475) exceeds ACHD collector 2-1ane LOS standard (425) before and after SH-16. During the school PM peak hour, the northbound direction volume (430) also exceeds the 2-lane collector threshold. If Owyhee Storm Avenue were widened to a 3-lane collector, providing a continuous left-turn lane, the increased ACHD LOS standard (530) could be met. Roadway segment mitigations are further discussed following the intersection mitigation section. Iz68 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis Year 2025 Total Intersection Operations -After SH-16 Table 16 presents the year 2025 total traffic operations results for the after SH-16 scenario at each study intersection and site access during the weekday AM and PM peak hours. Figure 10A and Figure 10B show traffic volumes under year 2025 total traffic conditions for the after SH-16 scenario.Appendix contains the year 2025 total traffic synchro worksheets for the after SH-16 scenario. Table 16.Year 2025 Total Intersection Operations-After SH-16 Weekday AM and School PM Peak Hour Intersection Intersection AM/PM Lane AM pmr- No. Intersection Control v/C LOS Delay Group EBL 0.06 B 17.4 0.23 D 42.0 EBT 0.65 C 27.4 0.93 E 67.9 EBR 0.39 C 23.4 0.47 D 47.5 0.63 WBL 0.67 C 20.6 0.92 E 72.8 1 US 20-26 Black Cat Road Traffic Signal / D/E 72.1/ WBTR 0.44 C 20.1 0.92 E 61.0 / 0.72 2. NBL 0.45 D 35.2 0.67 E 57.9 NBTR 1.31 F 205.9 1.13 F 157.6 SBL 0.29 D 41.8 0.39 E 66.0 SBTR 0.16 D 43.4 0.37 E 69.3 EBL 0.21 C 27.3 0.10 C 23.0 EBTR 0.21 C 24.6 0.10 B 18.8 WBL 0.05 C 21.8 0.04 B 16.8 Star Road/ WBTR 0.93 D 53.4 0.93 D 44.7 2 McMillan Traffic Signal 0.�8 E/D 63sz/ Road NBL 0.01 C 32.4 0.00 C 29.6 0.73 NBTR 0.88 D 47.4 0.86 D 42.0 SBL 1.23 F 149.6 0.71 C 26.6 SBTR 0.47 C 24.8 0.39 C 24.7 EBL 0.40 C 20.4 0.41 C 21.6 EBTR 0.89 D 40.1 0.66 C 27.2 WBL 0.79 C 28.2 0.26 C 21.6 Owyhee Storm 0.78 WBT 0.30 C 26.2 0.71 C 29.6 3 Avenue/ Traffic Signal / C/C 32.7/ WBR 0.33 C 26.5 0.37 C 25.7 McMillan 0.60 23.2 Road NBL 0.64 C 27.8 0.52 B 15.6 NBTR 0.78 D 35.7 0.69 C 21.1 SBL 0.44 C 28.7 0.31 B 17.5 SBTR 0.86 D 42.7 0.79 C 26.9 EBL 0.09 A 10.0 0.04 A 8.6 EBTR - WBL 0.02 A 8.2 0.08 A 8.5 Ersatz Place 4 Road/ TWSC WBT - McMillan WBR _ Road NBLTR 0.22 C 16.5 0.13 B 14.6 SBL 1.84 F 450.7 3 F 312.0 SBR 0.10 B 11.8 0.08 B 10.4 EBLTR 0.72 B 12.8 0.50 A 7.8 Rustic Oak 0.72 WBLTR 0.58 A 9.5 0.57 A 9.5 6 M\cMillan ay Roundabout / B/A 18.5/ 0.57 NBLTR 0.10 A 7.8 0.07 A 5.7 Road SBLTR 0.15 A 7.5 0.07 A 6.5 I� 69 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis EBLTR 3.22 F 620.5 2.38 F 398.4 Black Cat Road 402.9 WBLTR 2.86 F 389.3 2.27 F 350.9 7 /McMillan AWSC - F/F / Road 289.9 NBLTR 2.22 F 177.3 1.79 F 149.9 SBLTR 2.51 F 269.7 1.88 F 184.3 EBL 0.34 C 2.3 0.55 C 28.6 EBT 0.83 D 37.4 0.75 D 39.9 EBR 0.56 C 28.6 0.40 C 31.6 WBL 0.66 C 21.5 0.59 C 25.7 WBT 0.78 C 32.2 0.94 E 59.7 Ten Mile Road 0.77 WBR 0.11 C 20.3 0.34 C 28.5 8 /McMillan Traffic Signal / C/D 27.7/ Road 0.98 37'9 NBL 0.65 C 20.7 0.89 D 44.2 NBT 0.54 C 24.4 0.80 D 35.2 NBR 0.28 C 22.1 0.39 C 27.1 SBL 0.35 C 20.7 0.76 C 30.0 SBT 0.73 C 29.9 0.81 D 37.2 SBR 0.16 C 24.0 0.23 C 27.3 EBL 0.25 C 22.0 0.14 C 22.8 EBTR 0.77 C 29.3 0.71 C 29.1 WBL 0.30 C 20.6 0.38 C 21.0 Black Cat Road 0.79 31.7/ WBTR 0.90 D 37.3 0.88 C 32.9 10 /Ustick Road Traffic Signal / C/C 29.1 0.77 NBL 0.13 C 22.6 0.12 C 20.0 NBTR 0.87 D 36.4 0.87 C 33.0 SBL 0.46 C 24.2 0.43 C 21.6 SBTR 0.57 C 27.3 0.66 C 25.5 Owyhee Storm 7.8/ WBL 0.62 C 18.0 0.51 B 13.8 11 Avenue/Site TWSC 7.7 WBR - A 0.0 - A 0.0 Access A NBTR - Ersatz Place EBLR 0.30 A 9.8 0.29 A 9.7 13 Road/Site TWSC $3/ NBTL 0.26 A 8.0 0.15 A 7.6 Access C SBTR - Ersatz Place 7. EBLR 0.02 A 8.4 0.02 A 8.4 14 Road/Site TWSC 6/ NBTL 0.01 A 7.2 0.01 A 7.2 Access B SBTR - - - - - - V/C ratio is defined as vehicle-to-capacity ratio,which calculates the number of vehicles divided by the capacity of the roadway/intersection during the peak 15 minutes of the peak hour.LOS stand for Level of Service.Delay is reported in seconds per vehicle.Cells in the table above that are bolded,italicized,and highlighted indicate an intersection and/or lane group operating below the jurisdictional standards. The results of the year 2025 total traffic analysis for the after SH-16 scenario are similar to those seen in the before SH-16 scenario. As shown in Table 16, all study intersections are projected to operate at acceptably during the year 2025 total weekday AM and PM peak hours, except for: ■ Black Cat Road / US 20-26 (AM and School PM peak hour): As under existing and background conditions,this intersection operates within ITD standards during the AM peak hour but exceeds ITD LOS D standard in the school PM peak hour. Additionally, the eastbound and westbound movements exceed ITD's desired lane group v/c threshold (v/c<0.90) and the northbound movement is overcapacity, exceeding ITD and ACHD lane group standard. I� 70 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis ■ Star Road / McMillan Road (AM peak hour): During the AM peak hour this intersection exceeds ACHD's desired intersection v/c threshold of 0.90. The southbound left-turn operates over capacity, also exceeding ACHD's desired lane group v/c threshold of 1.00. ■ Ersatz Place Road / McMillan Road (AM and School PM peak hour): Due to the nature of traffic generation by a school this intersection experiences substantial peaks of traffic during the AM and School PM peak hours as teachers, students, and parents are arriving and departing the school campus. The school peak volumes result in and the southbound movement operating overcapacity (v/c>1.0) during the AM and school PM peak hours. ■ Black Cat Road / McMillan Road (AM and School PM peak hour): As under existing and background conditions, this intersection operates at LOS F during the AM and school PM peak hours. All movements operate over capacity during the AM and school PM peak hours. ■ Ten Mile Road / McMillan Road (School PM peak hour): During the school PM peak hour, the overall intersection exceeds the ACHD operational standard for intersection v/c ratio of 0.90, however, the intersection is operating under capacity with a v/c of 0.98. Intersection mitigations are further discussed following the presentation of all total traffic intersection and roadway segment operations. Year 2025 Total Roadway Segment Analysis —After SH-16 Peak hour, peak direction roadway segment volumes for the highest volume link of each roadway segment and resultant LOS per ACHD Policy Manual 7106.4.1 for ACHD roadway facilities are shown in Table 17. Table 17.Total Traffic Roadway Segment Operations—After SH-16 Weekday AM and PM Peak Hours ACHD Peak Weekday AM Peak Hour Weekday PM Peak Hour 06- Two Hour Std. One-Way One-Way Way Travel Volume Volume/ Meets Volume/ Meets Roadway Segment Classification' ADT 6 Lanes' (One-Way) Direction Std. Direction Std. McMillan Road Minor Arterial 5,690 2 E/575 5941EB No 538/WB Yes (Star Road to Owyhee Storm Avenue) McMillan Road (Owyhee Storm Avenue to McDermott Minor Arterial 5,860 23 E/575 8261WB No 6781WB No Road) McMillan Road Minor Arterial 5,560 2 E/575 8651WB No 7061EB No (McDermott Road to Black Cat Road) McMillan Road Minor Arterial 7,050 24 E/575 6771WB No 9041WB No (Black Cat Road to Ten Mile Road) Ustick Road Principal 5,180 2 E/690 539/WB Yes 470/EB Yes (Owyhee Storm Ave to McDermott Rd) Arterial Ustick Road Principal 8,480 2 E/690 491/WB Yes 482/EB Yes (McDermott Road to Black Cat Road) Arterial IZA 71 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis Ustick Road Principal 6,670 2 E/690 593/EB Yes 568/WB Yes (Black Cat Road to Ten Mile Road) Arterial Black Cat Road Minor Arterial 5,440 3 E/720 558/NB Yes 561/NB Yes (US 20-26 to McMillan Road) Black Cat Road Minor Arterial 4,870 2 E/575 414/NB Yes 451/SB Yes (McMillan Road to Ustick Road) Owyhee Storm Avenue Collector 4,260 2 D/425 5741SB No 520INB No (McMillan Road to Ustick Road) Owyhee Storm Avenue Collector 2,350 3 D/530 519/NB Yes 380/SB Yes (McMillan Road to Site Access) Ersatz Place Collectors 1,790 35 D/530 397/NB Yes 294/SB Yes (McMillan Road to Site Access) 'Per COMPASS 2040 Functional Street Classification Map(Reference 6);'Ada County Master Street Map(Reference 7);3 it is noted that McMillan Road from Owyhee Storm Avenue to Glassford Avenue was recently widened to 3-lanes. For conservative analysis of the overall segment that continues to McDermott Road a 2-lane section is summarized.;4It is noted that McMillan Road from Black Cat Road to San Vito Way is a 2-lane section,and from San Vito Way to Ten Mile Road is a 3-lane section.For conservative analysis of the overall segment a 2-lane section is summarized.'Though ITD initially plans to construct Ersatz Place as a local access road,the functionality of the road will change with the Cole Valley Christian School development or any other re-development north of McMillan Road.Based on analyses presented later in this report,a northbound left-turn lane is recommended to Site Access C,therefore the segment analyses for Ersatz Place are compared to a collector roadway with left-turn threshold(530).Without left-turn lanes,the threshold would decrease to 425 and would be exceeded.'Future ADT estimate is calculated by adding estimated Cole Valley Christian School daily trips on a given segment to background ADT estimate. As shown in Table 17, most roadway segments are projected to meet ACHD LOS thresholds under 2025 total conditions for after SH-16 scenario during the weekday AM and PM peak hours, except for: • McMillan Road (Star Road to Owyhee Storm Avenue): The AM peak hour directional volume is forecast to exceed the ACHD minor arterial roadway standards for a two-lane facility. The ACHD CIP identifies this segment of McMillan Road as a future 3-lane section. • McMillan Road (Owyhee Storm Avenue to McDermott Road): AM and school PM peak hour directional volumes are forecast to exceed the ACHD minor arterial roadway standards for a two or three lane minor arterial. The ACHD CIP identifies McMillan Road as a future 3-lane section. • McMillan Road (McDermott Road to Black Cat Road): AM and school PM peak hour direction volumes are forecast to exceed the ACHD minor arterial roadway standards for a two lane minor arterial. The AM peak hour direction volume also exceeds the ACHD minor arterial roadway standard for a three-lane arterial. The ACHD CIP identifies McMillan Road as a future 3-lane section. • McMillan Road (Black Cat Road to Ten Mile): AM and school PM peak hour directional volumes are forecast to exceed ACHD minor arterial 2-lane LOS standard. As previously noted, McMillan Road from Black Cat Road to San Vito Way is the segment that is a 2-lane section and while from San Vito Way to Ten Mile Road is a 3-lane section. If compared to the 3-lane minor arterial LOS E standard (720), the AM directional volume meets the standard, but the PM directional volume still exceeds the three-lane standard, as was seen under background 2025 conditions. While the CIP identifies other adjacent segments of McMillan from Star Road to Black Cat Road as future three-lane minor arterials, the segment from Black Cat Road to Ten Mile Road has not been identified. • Owyhee Storm Avenue (McMillan Road to Ustick Road):The AM peak hour southbound volume and northbound school PM peak hour volume is forecast to exceed ACHD collector road 2-lane LOS standard after SH-16 is constructed. Ustick Road, which will have an at-grade intersection IZA 72 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis with SH-16, is anticipated to draw some Cole Valley Christian School traffic via Owyhee Storm Avenue, in addition to traffic associated with Owyhee Storm High School. Roadway segment mitigations are further discussed following the intersection mitigation section. I� 73 Kittelson&Associates,Inc. Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 O N �M OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS a O © © 19-,4 �17 889 -0-685 i245 184 R E 1 � M 393 15 4 R 290 R Q /W 1 1 1 a o rn o r o u L STAR RD/ OWYHEE STORM AVE/ ERSATZ PL(GLASSFORD AVE)/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD o 0 N V (OHO V In In V N W InO O O N V In N M T V N N M In O� 0 � ►t � ►L � ►L Intersection � ►L � ►L -**4 ►t 28 376 203 141 68 329 11 51 229 37 8548 E 116---0- F86 178 154 347---10- F432 Not Applicable 64910- F795 480---0- F527 36810- F412 3 4 -21 213� �238 4� �25 This Scenario 8� or 71� so 207� so-194 i N N\ 11W ■ 11W N\ 11W R`1t1W N\ t1W NInN NInN p� MIEN V�O OMN I NN �2 O ONO NUN"i� N N O N 16 MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD PO_26 O US 20/26 (Chinden Blvd) O m' cD N I� ry N N O o � l � T Intersection 3 Not Applicable 391 F397 o m This Scenario 34 71 o B o V� ttw A SITE c m M N N McMi Ian Road a O E r ao EP sy rt O n Q � 0 ai i D � m �O m Ustick Rd - Study Roadway Segment 'Q-Study Intersection 2025 Total Traffic Volumes (After SH-16 Extension) Figure -Study Access Intersection Weekday AM Peak Hour 10A Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 N�O N N M OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS O © © 22 25 905---0- 1169 198� or 226 1 V) tr Q M W V �N 1 N N > 380 15 R 279 R m 1 It N � N� L STAR RD/ OWYHEE STORM AVE/ ERSATZ PL(GLASSFORD AVEUE)/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD o 0 TO ln�O N V O �OJ OJ OIL V I� N 0 � ►L � ►L � ►L Intersection � ►` � ►L � ►t 12 411 115 79 38 185 12 38 188 106 109 149 E 6210- 102 106 F 176 385---10- 285 Not Applicable 635---10- 523 389 F 406 33810- 483 1� -22 73� -68 12� -83 This Scenario 6� �32 67� �96 152� joo-181 i N � t � R`■ t 1W 1\ 1W � t � R`1 t 1W V� t 1W M N N O �I N 16 MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD Po_26 O US 20/26 (Chinden Blvd) O ' ry M M O) o � l � T Intersection 3 Not Applicable 308 F331� o m This Scenario 27 111 B o V� ttw A SITE c m M N N McMi Ian Road a 1= >„ O E r ao EP iv rt O n Q � i D � m �O m Ustick Rd - Study Roadway Segment 'p-Study Intersection 2025 Total Traffic Volumes (After SH-16 Extension) Figure -Study Access Intersection Weekday School PM Peak Hour 10B Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Valley Christian School TIS July 2022 Transportation Impact Analysis Year 2025 Total Traffic Intersection Mitigations This section highlights the mitigations needed to address each of the intersections exceeding operating under year 2025 total traffic conditions. Appendix K contains the year 2025 mitigated total traffic operational worksheets for all scenarios. Black Cat Road/US 20-26 Consistent with existing and 2025 background conditions, under total traffic conditions this intersection operates LOS E during the school PM peak hour,exceeding the ITD LOS D operating standard but meeting ACHD LOS standard. In the before SH-16 scenario,the eastbound through,westbound left and northbound through-right lane groups operate within capacity meeting ACHD lane group standard, though above the ITD desired lane group v/c threshold (v/c<0.90) during AM and/or school PM peak hour. Under the after SH-16 scenario, the same movements also operate above ITD's desired thresholds. The northbound through-right movement operates overcapacity (v/c=1.31) during the AM peak hour and overcapacity (v/c=1.13) during school PM peak hour. If an additional 5 seconds were allocated to the northbound through-right movement, all movements could operate within capacity. With the SH-16 project rebuilding the US 20-26/ SH-16 (McDermott Road) intersection, the coordination and timing parameters of the adjacent arterial traffic signals (such as Black Cat Road/US 20-26)should be revisited. It is recommended that with the implementation of the SH-16 project, ACHD and ITD work together to operate in a way to facilitate all movements operating within capacity. Star Road/McMillan Road In the before SH-16 scenario during the AM peak hour the southbound left-turn operates over capacity and exceeds ACHD's lane group standard. Under the after SH-16 scenario, the southbound left-turn also operates over capacity, and the overall intersection v/c exceeds ACHD standards. If an additional 5 to 10 seconds were allocated to the southbound left-turn during the AM peak hour, all movements could operate within capacity and the overall intersection v/c could meet ACHD standards. Table 18 summarizes the traffic operations results of mitigation under both SH-16 scenarios in the AM peak hour.These analyses assume additional time allocated to the southbound left-turn. Table 18.Year 2025 Mitigated Total Conditions at Star Road/McMillan Road Intersection Intersection AM Lane AM Peak Hour Scenario Intersection Control WC LOS Delay (3roup WC LOS Delay EBL 0.21 C 28.9 EBTR 0.23 C 27.9 Before Star Road/ WBL 0.05 C 24.8 SH-16 McMillan Signal 0.84 D 44.2 WBTR 0.91 D 51.8 Road NBL 0.01 C 32.8 NBTR 1 0.89 1 D 1 50.9 I� 76 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis SBL 0.95 E 55.2 SBTR 0.42 C 21.6 EBL 0.29 D 35.9 EBTR 0.22 C 31.9 WBL 0.05 C 28.4 After Star Road/ WBTR 0.98 E 77.7 SH-16 McMillan Signal 0.89 E 65.0 NBL 0.01 D 41.9 Road NBTR 0.96 F 89.7 SBL 0.98 E 74.5 SBTR 0.41 C 24.5 Ersatz Place Road/McMillan Road The southbound left-turn movement at the Ersatz Place Road / McMillan Road intersection operates at LOS F and overcapacity during the AM and PM peak hours of both the before and after SH-16 scenarios. Per ACHD policy, signal warrants were evaluated which show the peak hour warrant is met, though not the four or eight hour warrants. Therefore, mitigation of signalization was explored. Table 19 summarizes the traffic operations results of this mitigation under both SH-16 scenarios. These analyses assumed an eastbound left-turn lane, a westbound right-turn lane and a two-lane southbound approach. Table 19.Year 2025 Mitigated Total Conditions at Ersatz Place Road/ McMillan Road EBL 0.28 C 25.3 0.13 B 16.2 EBTR 0.62 B 15.4 0.82 C 22.2 WBL 0.09 C 20.4 0.39 C 23.4 Before Ersatz Place 0.66 19.6/ WBT 0.73 B 17.0 0.54 B 13.1 SH-16 /McMillan Signal / B/B 18.7 Road 0.70 WBR 0.76 B 17.6 0.50 B 12.7 NBLTR 0.79 D 41.5 0.36 c 21.9 SBL 0.87 C 25.5 0.82 C 22.8 SBTR 0.15 B 19.1 0.14 B 14.3 EBL 0.24 B 16.7 0.10 B 11.7 EBTR 0.58 B 11.1 0.66 B 11.4 WBL 0.07 B 13.6 0.26 B 15.0 fter Ersatz Place/ 0.60 WBT 0.71 B 13.5 0.47 A 9.6 SH-16 / McMillan Signal / B/B 112.5 Road 0.57 WBR 0.64 B 12.2 0.36 A 9.0 NBLTR 0.74 C 27.5 0.63 C 24.8 SBL 0.74 B 17.7 0.74 B 17.0 SBR 0.18 B 13.3 0.18 B 12.7 I� 77 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis As shown in Table 19, installing a traffic signal at the would allow for the intersection to operate acceptably per ACHD standards. However, ACHD Policy Manual specified preferred half-mile signalized intersection spacing on minor arterials.The Ersatz Place (Glassford Avenue)/McMillan Road intersection would be located approximately 1300 feet east of the Owyhee Storm Avenue/McMillan Road, not meeting ACHD preferred spacing. Additional considerations for signalizing the Ersatz Place (Glassford Avenue) / McMillan Road intersection are: ■ There is no additional mitigation possible to provide under capacity movements at the intersection (see right-in/right-out analysis later in this report for the impacts of restricting movements at this location). ■ A traffic signal would provide a signalize crossing of McMillan Road connecting the Gander Creek residential development to Cole Valley Christian School, facilitating a safer crossing of potential students residing near the school. ■ A traffic signal will serve not only the school but the Grander Creek subdivision and Ersatz Place could serve as a key access to McMillan Road for other properties located north of McMillan Road that may re-develop, as these areas are identified by the City of Merdian for future low and medium density residential uses. ■ The forecast 95th percentile through and left turn queues along McMillan Road between Owyhee Storm Avenue and Ersatz Place are generally less than 300 feet and will not be in conflict with each other with the intersections spaced 1,300 feet apart. o While the Gander Creek residential development to the south may construct another stop controlled access between Owyhee Storm Avenue and Ersatz Place, it would be located at least 800 feet to the west of Ersatz Place and the queues would not be in conflict. ■ Similarly, the forecast 95th through and left turn queues along McMillan Road between Ersatz Place and McDermott Road are generally less than 500 feet will not be in conflict with each other with the intersections also spaced approximately 1,300 feet apart. McDermott Road/McMillan Road With the planned extension of SH-16, ITD plans to relocate this intersection east of its current location and change its functionality. McDermott Road would no longer connect to US 20-26, rather it would serve as a local access road only. Given the planned relocation the intersection of McDermott Road/McMillan Road with the SH-16 project, ACHD has requested that operations only be studied under total traffic conditions for the before SH-16 scenario. Under the before SH-16 scenario,the eastbound and westbound movements of this intersection operate at LOS F and overcapacity during both the AM and PM peak hours. Per ACHD policy,signal warrants were evaluated which showed the peak hour, four-hour, and eight-hour signal warrants are met.Therefore an interim signalization was evaluated. Table 20 summarizes the traffic operations results of a signal mitigation under the before SH-16 scenario assuming typical 3x3 lane configuration. IZANINI 78 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis Table 20.Year 2025 Mitigated Total Conditions at McDermott Road/McMillan Road Intersection Intersection AM/PM Lane AM Peak Hour PM Peak Hour Scenario Intersection Control WC LOS Delay Group V/C LOS Delay wc LOS Delay EBL 0.25 C 21.6 0.16 B 10.7 EBTR 0.86 C 25.6 0.95 C 33.9 WBL 0.12 B 16.8 0.12 B 16.1 McDermott Before Road/ 0'90 33.8/ WBTR 0.93 C 34.0 0.70 B 15.9 SH-16 McMillan Signal 0.82 C/C 26.0 NBL 0.81 E 56.3 0.46 C 26.5 Road NBTR 0.37 D 40.7 0.19 C 26.4 SBL 0.21 D 41.5 0.04 C 31.0 SBTR 0.75 E 58.7 0.33 C 33.8 As shown in Table 20, if signalized, the McDermott Road / McMillan Road intersection is forecast to operate acceptably. However, beginning this summer ITD plans to begin construct local access roads along McMillan Road (including McDermott Road) to provide property access, in order to then construct the SH-16 extension south of US 20-26. With the planned and funded SH-16 construction, McDermott Road will be disconnected from US-20-26, which will reduce volumes on the north and south approaches to the McDermott Road / McMillan Road intersection. These planned fundamental changes to the McDermott Road/ McMillan Road intersection with the funded SH-16 project would negate the need for the Cole Valley Christian School development to signalize the McDermott Road / McMillan Road intersection and therefore signalization is not recommended. Black Cat Road/McMillan Road As under existing and 2025 background traffic conditions, mitigation is needed at the intersection of Black Cat Road / McMillan Road to operate within ACHD standards. Per ACHD policy, signal warrants were evaluated which showed the peak hour, four hour and eight-hour volume-based MUTCD signal warrants are met under total traffic 2025 volume conditions in both the before and after SH-16 scenarios. Table 21 compares the forecast operations of the intersection with both the planned ACHD roundabout mitigation and a possible interim signalization mitigation measure in place.Table 21.Year 2025 Mitigated Total Conditions at Black Cat Road/ McMillan Road Scenario Intersection Control WC LOS Delay Group V/C LOS Delay WC LOS Intersection Intersection AM/PM Lane AM Peak Hour PM Peak Hour - EBLTR 0.87 D 32.2 0.79 C 23.1 Black Cat Road 0.87 21 5/ WBLTR 0.83 C 22.2 0.77 C 20.9 /McMillan Roundabout / C/C 17.3 Road 0.79 NBLTR 0.60 B 14.0 0.52 B 11.3 Before SBLTR 0.60 B 13.8 0.48 B 10.1 SH-16 EBL 0.57 C 27.0 0.44 B 20.0 Black Cat Road 0.79 19 8/ EBTR 0.81 B 19.5 0.76 B 16.0 /McMillan Signal / B/B 15.2 Road 0.70 WBL 0.14 C 23.1 0.34 B 19.0 WBTR 1 0.73 1 B 1 16.0 1 0.76 1 B 1 15.9 I79 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis NBL 0.64 C 32.3 0.36 B 18.0 NBTR 0.55 B 15.8 0.52 B 11.0 SBL 0.13 B 19.6 0.12 B 13.8 SBTR 0.75 C 21.4 0.68 B 13.8 EBLTR 0.91 E 39.5 0.83 D 27.4 Black Cat Road WBLTR 0.87 D 26.2 0.79 C 22.2 /McMillan Roundabout C/C 24.8/ Road 19.0 NBLTR 0.63 B 14.3 0.51 B 10.9 SBLTR 0.58 B 14.3 0.48 B 10.6 EBL 0.86 E 59.9 0.65 C 23.8 After EBTR 0.66 B 18.9 0.66 B 12.3 SH-16 WBL 0.11 C 27.5 0.29 B 15.9 Black Cat Road 0.89 29 1/ W BTR 0.66 B 19.1 0.75 B 15.0 /McMillan Signal / C/B 14.5 Road 0.73 NBL 0.58 D 50.7 0.27 B 17.4 NBTR 0.56 C 25.2 0.56 B 11.3 SBL 0.15 C 32.3 0.13 B 14.1 SBTR 1 0.83 D 36.9 0.71 1 B 1 14.1 'ACHD roundabout v/c standard is<_0.85.This intersection operates acceptably as a traffic signal.ACHD roundabout design for this intersection will further refine roundabout lane configuration needs. As shown in Table 21, a traffic signal or the planned multilane roundabout would meet ACHD operating standards in the before SH-16 scenario. In the after SH-16 scenario, with a roundabout mitigation the critical westbound approach is forecast to operate with a v/c of 0.91, exceeding ACHD's planning roundabout v/c standard of <_ 0.85. It is anticipated that the ACHD roundabout design team will further refine roundabout lane configuration needs considering the design life future volumes of the intersection and add right-turn by-pass lanes as needed. Ten We Road/McMillan Road The intersection operates with acceptable LOS and within capacity, but above ACHD's v/c=0.90 operating standard during the PM peak hour for both the before and after SH-16 scenarios. Under both scenarios, all lane groups operate within capacity. Per ACHD's CIP, McMillan Road has been identified as 3-lane minor arterial and Ten Mile Road has been identified as a 5-lane minor arterial.The current configuration of this intersection,which includes left and right turn lanes on all approaches, reflects ACHD's planned ultimate configuration as specified in the CIP. Therefore, since the intersection operates at an acceptable LOS and all lane groups all operate within capacity, no further mitigation was explored. Year 2025 Total Traffic Roadway Segment Mitigations As previously highlighted, there are several study roadway segments forecast to experience peak hour, peak directional volume exceeding ACHD standards under total traffic conditions in the before and/or after SH-16 scenarios. ACHD's alternative mitigation measures policy is as follows: IV 80 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis Alternative Mitigation Measures: 7106.7.3 states that if traditional mitigation measures such as roadway widening and intersection improvements are infeasible as determined by ACHD, the TIS may recommend alternative mitigation measures. Alternative mitigation measures shall demonstrate that impacts from the project will be offset. • If the impacted roadway segments and/or intersections are programmed as funded in the Integrated Five Year Work Plan (IFYWP)or the Capital Improvements Plan (CIP); no alternative mitigation is required. • If the impacted roadway segments and/or intersections are not programmed in either the IFYWP or the CIP; the applicant may (i) analyze the shoulder hour and (ii) provide a safety analysis to determine alternative mitigation requirements. o If the impacted roadway segments and intersections meet the minimum acceptable level of service planning thresholds in the shoulder hour the applicant may suggest feasible alternative mitigation such as: sidewalks, bike facilities, connectivity, safety improvements, etc. within 1.5 miles of the proposed development. o If the shoulder hour planning thresholds are exceeded the applicant may request to enter into a Development Agreement and pay into the Priority Corridor Fund an amount determined by the ACHD to offset impacts from the project. Further shoulder analysis if provided below by segment where relevant, followed by a summary of potential alternative mitigations. McMillan Road(Star Road to Owyhee Storm Avenue) Under the before SH-16 scenario,the roadway segment AM and PM peak hour volumes meet ACHD two- lane minor arterial standard. Under the after SH-16 scenario, the roadway segment AM peak hour directional volume(594, eastbound) is forecast to exceed the ACHD minor arterial roadway standards for a two-lane minor arterial facility(575).The McMillan Road background volumes are slightly higher under the after SH-16 scenario due ITD's planned changes to the functionality of McDermott Road. The ACHD CIP identifies this segment of McMillan Road as a future 3-lane section. If this segment of McMillan Road were widening to 3-lanes,the after SH-16 roadway segment volume would meet ACHD segment standard (770). However, as the widening of McMillan Road is not yet programmed in the IFYWP and may be constrained by available right-of-way in the near-term, a shoulder hour analysis is provided. As only the AM peak hour during the after SH-16 scenario exceeds the ACHD 2 lane minor arterial segment standard, this is the only scenario volume for which shoulder hour analysis is provided. The school AM peak hour analyzed thus far in this TIS correlates with typical system commuter AM peak conditions.The shoulder hour percentage of the peak hour was found using the 24-hour tube count data collected on McMillan Road west of Owyhee Storm Avenue. The 24-hour tube counts were summarized in hour timeslots so the greatest hour on either side of the peak were used to calculate the shoulder hour volume percentage.These volumes were used to develop the percentage of what the shoulder hour is of ly/1 81 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis the peak hour.This percentage was applied to the 2025 total traffic AM volumes to calculate the shoulder hour volumes on this segment. Table 22.Total Traffic Roadway Segment Operations—McMillan Road AM Shoulder Hour(before SH-16) Hour Roadway Segment Classification Travel Hour Std. One-Way Lanes Volume Meets ACHD Peak Weekday AM Shoulder - . - McMillan Road 2 E/575 Yes (Owyhee Storm Avenue to Minor Arterial 173/EB McDermott Road) 1 1 3 E/720 Yes As shown in Table 22, the shoulder AM peak hour peak hour, peak direction (eastbound) volumes are estimated to meet ACHD roadway segment standards. Therefore, per ACHD policy, the applicant may suggest feasible alternative mitigations. Such alternative mitigations to help offset the project impacts are summarized at the end of this section. McMillan Road(Owyhee Storm Avenue to McDermott Road) The weekday AM and school PM peak hour directional volumes are forecast to exceed the ACHD minor arterial roadway standards for a two lane minor arterial roadway in the before and after SH-16 scenarios. The after SH-16 peak hour directional volumes (826 AM / 678 school PM) are notably lower than the before SH-16 directional volumes (1012 AM/839 school PM). If McMillan Road were widened to a 3 lane arterial, as is identified in the ACHD CIP, the before SH-16 scenario volumes would still exceed the segment standard (770) and also would the after-SH 16 AM peak hour volume.The widening of McMillan Road is not yet programmed in the IFYWP and may be constrained by available right-of-way in the near- term, so a shoulder hour analysis was conducted as specified by ACHD policy. The school AM peak hour analyzed thus far in this TIS correlates with typical system (commuter)AM peak conditions. However, the school PM peak hour analyses are earlier in the afternoon than typical system (commuter) PM peak conditions. Additionally, though 24-hour tube data was collected on McMillan Road, the hourly volume characteristics of the background roadway volumes do not necessarily match the specific hourly volume characteristics of Cole Valley Christian School traffic. Therefore, to estimate the school shoulder hour volumes, the 24-hour tube counts were summarized in hour timeslots so the greatest hour on either side of the peak were used to calculate the shoulder hour volume percentage. These volumes were used to develop the percentage of what the shoulder hour is of the school peak hour. This percentage was applied to the 2025 background traffic PM volumes, and hourly data from existing Cole Valley Christian Schools was used to calculate the shoulder hour school trip volumes, the summation of which are represented in the cumulative volumes shown in Table 23. Additionally, to provide a comprehensive analysis consistent with ACHD policy, the later system commuter PM peak hour and estimated commuter PM shoulder peak hour, peak direction volumes are summarized in Table 23. Similar to the process described in the prior paragraph, the 24-hour tube counts were summarized in hour timeslots to determine the system commuter PM peak hour,as well as shoulder hour to the system commuter peak hour and peak direction.The ratio of these volumes to the school PM IZANINI 82 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis peak hour volumes was then applied to the 2025 background school PM volumes,and used in conjunction with the hourly data from existing Cole Valley Christian Schools campuses, to calculate estimated total traffic system (commuter) PM peak and shoulder hour volumes on this segment, which are represented in the cumulative volumes shown in Table 23. Table 23.Total Traffic Roadway Segment Operations—McMillan Road School Peak Shoulder Hours ACHD Peak Weekday AM S W r Weekday School PM Hour Shoulder Hour rMR..d-.V Segment IV Classification Travel Hour Std. One-Way One-Way Lanes Volume Volume/ Meets Volume/ Meets I Direction Direction Before SH-16 McMillan Road 2 E/575 Yes Yes (Owyhee Storm Avenue to Minor Arterial 283/WB 262/WB McDermott Road) 3 E/720 Yes Yes After SH-16 McMillan Road 2 E/575 Yes Yes (Owyhee Storm Avenue to Minor Arterial 231/WB 442/WB McDermott Road) 3 E/720 Yes _L :: Yes Table 24.Total Traffic Roadway Segment Operations—McMillan Road School Commuter PM Peak Hour and Shoulder Hour ACHD Peak ,Weekday PM Commuter Weekday Commuter Travel Hour Std. Peak Hour PM Shoulder Hour Roadway Segment Classification rie-�:,y One-�:/ Lanes Volume Mee Volu Meets One-Way o'u Std.t.,firectionli Std.? rDirection Before SH-16 McMillan Road 2 E/575 No Yes (Owyhee Storm Avenue to Minor Arterial 713/WB 563/WB McDermott Road) 3 E/720 Yes Yes After SH-16 McMillan Road 2 E/575 No Yes (Owyhee Storm Avenue to Minor Arterial 618/WB 479/WB McDermott Road) 3 E/720 Yes _L :: Yes As shown in Tables 23, ACHD roadway segment standards can be met during the school peak shoulder hours. As shown in Table 24, forecast system commuter PM peak hour volumes exceed ACHD 2 lane threshold but can be met during the correlating shoulder hour.Therefore, per ACHD policy,the applicant may suggest feasible alternative mitigations. Such alternative mitigations to help offset the project impacts are summarized at the end of this section. McMillan Road(McDermott Road to Black Cat Road) The AM and school PM peak hour, peak directional volumes are forecast to exceed the ACHD minor arterial roadway standards for a two-lane minor arterial in both the before and after SH-16 scenarios. Even if McMillan Road were widened to a three-lane arterial,as is identified in the ACHD CIP, in the before and after SH-16 scenarios AM peak hour volumes would still exceed the segment standard (770). However,as the widening of McMillan Road is not yet programmed in the IFYWP,and may be constrained I� 83 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis by available right-of-way in the near-term, a shoulder hour analysis was conducted as specified by ACHD policy. The school AM peak hour analyzed thus far in this TIS correlates with typical system commuter AM peak conditions. However, the school PM peak hour analyses are earlier in the afternoon than typical system commuter PM peak conditions.Additionally, though 24-hour tube data was collected on McMillan Road, the hourly volume characteristics of the background roadway volumes do not necessarily match the specific hourly volume characteristics of Cole Valley Christian School traffic. Therefore, to estimate the school shoulder hour volumes, the 24-hour tube counts were summarized in hour timeslots so the greatest hour on either side of the peak were used to calculate the shoulder hour volume percentage. These volumes were used to develop the percentage of what the shoulder hour is to that of the school peak hour. This percentage was applied to the 2025 background traffic PM volumes, and hourly data from existing Cole Valley Christian Schools was used to calculate the shoulder hour school trip volumes, the summation of which are represented in the cumulative volumes shown in Table 25. Additionally, to provide a comprehensive analysis consistent with ACHD policy, the later system commuter PM peak hour and estimated commuter shoulder peak hour, peak direction volumes are summarized in Table 26. Similar to the process described in the prior paragraph,the 24-hour tube counts were summarized in hour timeslots to determine the system commuter PM peak hour,as well as shoulder hour to the system (commuter) peak hour and peak direction. The ratio of these volumes to the school PM peak hour volumes was then applied to the 2025 background school PM volumes and used in conjunction with the hourly data from existing Cole Valley Christian Schools campuses, to calculate estimated total traffic system (commuter) PM peak hour and shoulder hour volumes on this segment, which are represented in the cumulative volumes shown in Table 26. Table 25.Total Traffic Roadway Segment Operations—McMillan Road School Peak Shoulder Hours eekday AM Shoulder Weekday School PM ACHD Peak Hour Shoulder Hour Roadway Segment Class Travel Hour Std. ne-Way One-Way Lanes Volume olume/ Meets Volume/ Meets (One-Way) irection Std.? Direction Std.? Before SH-16 McMillan Road 2 E/575 Yes Yes (McDermott Road to Black Cat Minor Arterial 263/WB 279/EB Road) 3 E/720 Yes Yes After SH-16 McMillan Road 2 E/575 Yes Yes ((McDermott Road to Black Cat Minor Arterial 252/WB 304/EB Road) 3 E/720 Yes Yes Table 26.Total Traffic Roadway Segment Operations—McMillan Road School Commuter PM Peak Hour and Shoulder Hour 11M ACHD Peak Weekday PM Commuter Weekday Commuter Peak Hour PM Shoulder Hour Travel Hour Std. Roadway Segm4d la Usification ' Lne-Wa One-Way Lanes Volume Meets Meets 0 -Jwa lu e Std Volume/ Before SH-16 McMillan Road I Minor Arterial 2 E/575 359/EB Yes 279/EB Yes IZA 84 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis (McDermott Road to Black Cat 3 E/720 Yes Yes Road) After SH-16 McMillan Road 2 E/575 Ae Yes (McDermott Road to Black Cat Minor Arterial 417/EB 304/EB Road) 3 E/720 Yes As shown in Tables 25 and 26, ACHD roadway segment standards can be met during the school peak shoulder hours and during forecast system (commuter) PM peak hour and shoulder hour.Therefore, per ACHD policy, the applicant may suggest feasible alternative mitigations. Such alternative mitigations to help offset the project impacts are summarized at the end of this section. McMillan Road(Black Cat Road to Ten Mile Road) The AM and school PM peak hour directional volumes are forecast to exceed ACHD minor arterial two- lane LOS standard. As previously noted, McMillan Road from Black Cat Road to San Vito Way is the segment that is a two-lane section and San Vito Way to Ten Mile Road is a three-lane section. If compared to the three-lane minor arterial LOS E standard (720),the AM directional volume does meet the standard, but the PM directional volume still exceeds the three-lane standard, as was seen under background 2025 conditions. While the CIP identifies other adjacent segments of McMillan from Star Road to Black Cat Road as future three-lane minor arterials, the segment from Black Cat Road to Ten Mile Road has not been identified. As the widening of McMillan Road is not yet programmed in the IFYWP, and may be constrained by available right-of-way in the near-term,shoulder hour analysis was conducted as specified by ACHD policy. The school AM peak hour analyzed thus far in this TIS correlates with typical system commuter AM peak conditions. However, the school PM peak hour analyses are earlier in the afternoon than typical system commuter PM peak conditions.Additionally, though 24-hour tube data was collected on McMillan Road, the hourly volume characteristics of the background roadway volumes do not necessarily match the specific hourly volume characteristics of Cole Valley Christian School traffic. Therefore, to estimate the school shoulder hour volumes, the 24-hour tube counts were summarized in hour timeslots so the greatest hour on either side of the peak were used to calculate the shoulder hour volume percentage. These volumes were used to develop the percentage of what the shoulder hour is to that of the school peak hour. This percentage was applied to the 2025 background traffic PM volumes, and hourly data from existing Cole Valley Christian Schools was used to calculate the shoulder hour school trip volumes, the summation of which are represented in the cumulative volumes shown in Table 27. Additionally, to provide a comprehensive analysis consistent with ACHD policy, the later system commuter PM peak hour and estimated commuter shoulder peak hour, peak direction volumes are summarized in Table 28. The 24-hour tube counts were summarized in hour timeslots to determine the system commuter PM peak hour, as well as shoulder hour to the system commuter peak hour. The ratio of these volumes to the school PM peak hour volumes was then applied to the 2025 background school PM volumes and used in conjunction with the hourly data from existing Cole Valley Christian Schools IZANINI 85 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis campuses, to calculate estimated total traffic system (commuter) PM peak hour and shoulder hour volumes on this segment, which are represented in the cumulative volumes shown in Table 28. Table 27.Total Traffic Roadway Segment Operations—McMillan Road School Peak Shoulder Hours EM7�w ACHD Peak Weekday AM Shoulder Weekday School PM Travel Hour Std. Hour Shoulder Hour Roadway Segment Classification Lanes Volume One-Wa Meets One-�:� ts Volume/ V.lu Mee (One-Way) L J1 Std.? Direction D Before SH-16 McMillan Road 2 E/575 Yes Yes Black C Rd la T Mile Rd Minor Arterial 553/WB 462/WB ( at Road Road) 3 E/720 Yes Yes After SH-16 McMillan Road 2 E/575 Yes �Ye Black Cat Road la Ten Mile Road Minor Arterial 553/WB 462/WB ( ) 3 E/720 Yes Table 28.Total Traffic Roadway Segment Operations—McMillan Road School Commuter PM Peak Hour and Shoulder Hour Weekday PM CoA r Weekday Commuter ACHD Peak L Peal u PM Shoulder Hour Roadway Segment Classification Travel Hour Std. One-Way One-Way Lanes Volume Volume/ Meets Volume/ Meets I Direction Direction Before SH-16 McMillan Road 2 E/575 No PNo o (Black Cat Road to Ten Mile Road) Minor Arterial 816/WB 791/WB 3 E/720 No After SH-16 McMillan Road 2 E/575 No No (Black Cat Road to Ten Mile Road) Minor Arterial 816/WB 791/WB 3 E/720 No No As shown in Table 27, ACHD roadway segment standards can be met during the school peak shoulder hours. However, as shown in Table 28, forecast system commuter PM peak hour and shoulder volumes exceed ACHD 2 lane and 3 lane thresholds. As noted in prior sections, the deficiency of this segment of McMillan Road exists in 2025 background conditions even without the school development. Owyhee Storm Avenue(McMillan Road to Ustick Road) The AM peak hour southbound volume (574) is forecast to exceed ACHD collector road 2-lane LOS standard (425) before and after SH-16 is constructed. Additionally, before and after SH-16 the school PM peak hour northbound directional volume (432, 520 respectively) is also forecast to exceed ACHD LOS standard. Ustick Road,which will have an at-grade intersection with SH-16 in the near-term, is anticipated to draw some area traffic via Owyhee Storm Avenue. Owyhee Storm Avenue was just constructed as a 2- lane collector roadway in 2021 and is not programmed for further widening. If Owyhee Storm Avenue were widened to a 3-lane collector roadway,the increased ACHD LOS standard (530)could be met during the school PM peak hour but would still be exceeded during the AM peak hour after SH-16 is constructed. As the AM peak hour (before and after SH-16) and the school PM peak hour (before and after SH-16) scenario exceed the ACHD 2 lane collector segment standard, shoulder peak hour analysis is provided. I� 86 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis The school AM peak hour analyzed thus far in this TIS correlates with typical system commuter AM peak conditions.The shoulder hour percentage of the peak hour was found using the 24-hour tube count data collected on Owyhee Storm Avenue, south of McMillan Road.The 24-hour tube counts were summarized in hour timeslots so the greatest hour on either side of the peak were used to calculate the shoulder hour volume percentage.These volumes were used to develop the percentage of what the shoulder hour is of the peak hour.This percentage was applied to the 2025 total traffic AM volumes to calculate the shoulder hour volumes on this segment.The 24-hour tube counts were summarized in hour timeslots to determine the system commuter PM peak hour, as well as shoulder hour to the system commuter peak hour. The ratio of these volumes to the school PM peak hour volumes was then applied to the 2025 background school PM volumes and used in conjunction with the hourly data from existing Cole Valley Christian Schools campuses, to calculate estimated total traffic system (commuter) PM peak hour and shoulder hour volumes on this segment. Table 29 summarizes the shoulder hour analyses. Table 29.Total Traffic Roadway Segment Operations—Owyhee Storm Avenue AM Shoulder Hour and PM Commuter Peak and Shoulder Hour Weekday AM Weekday PM Weekday PM ACHD Peak Shoulder Hour Commuter Peak Hour Commuter Shoulder Travel Hour Std. Hour Roadway Segment Classification Scenario Lanes Volume One-Way One- One- One-Way (one-way) Volume/ Way Way Meets Volume/ Meets Direction Volume/ Volume/ Std.? Direction Std.? Direction Direction Owyhee Storm Avenue Before 2 D/430 67/SB 67/SB 69/NB Yes 39/NB Yes6 (McMillan Road to Collector After SH- Ustick Road) 16 2 D/430 80/SB 80/SB 89/NB Yes 59/NB Yes As shown in Table 29, the shoulder AM peak hour, peak direction (southbound) volumes and weekday PM commuter peak hour and PM commuter shoulder hour (northbound) volumes on Owyhee Storm Avenue south of McMillan Road are estimated to meet ACHD roadway segment standards. Therefore, per ACHD policy, the applicant may suggest feasible alternative mitigations. Such alternative mitigations to help offset the project impacts are summarized at the end of this section. Alternative Roadway Segment Mitigations Considering the results of the shoulder peak hour analyses above, and in accordance with ACHD Policy, alternative mitigation were considered, as summarized below: ■ Construction of continuous sidewalk or shared use path, widened shoulders and/or bicycle lanes on Owyhee Storm Avenue from McMillan Road to the northern limit of roadway construction ■ Construction of Ersatz Place to Collector roadway standards, including continuous sidewalk or shared use path from McMillan Road to the northern limit of the Cole Valley Christian School site ■ Right-of-way permitting, construction of continuous sidewalk along the north side of McMillan Road, from Owyhee Storm Avenue to Ersatz Place (Glassford Avenue) ■ Right-of-way permitting, widening of McMillian Road to provide safety shoulders IZANINI 87 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis YEAR 2025 TOTAL TRAFFIC QUEUING An analysis of the 951h percentile queuing at the study intersections and site accesses was completed. Table 30 shows the projected queue under 2025 total traffic conditions. Table 30.Year 2025 Total Traffic Conditions 95th Percentile Queuing Analysis St Lane Avnail=1 951h Queue(ft) 951h Queue(ft) No. Intersection Group (ft) AM/PM AM/PM Fits within Storage EBL 300 25/25 25/25 Yes EBT - 475/575 425/525 Yes EBR 450 50/50 75/50 Yes WBL 300 125/150 125/150 Yes 1 Black Cat Road/US WBTR - 275/575 275/575 Yes 20-26 NBL 80 200/350 200/350 NBTR - 125/150 125/175 Yes SBL 80 50/75 50/75 Yes SBTR - 50/75 50/75 Yes EBL 100 50/25 50/25 Yes EBTR - 150/100 150/100 Yes WBL 100 50/50 50/50 Yes Star Road/McMillan WBTR - 425/475 525/600 Yes 2 Road NBL 100 25/25 25/25 Yes NBTR - 375/350 375/350 Yes SBL 100 550/175 700 SBTR - 300/200 300/200 Yes EBL 2002 150/75 200/125 Yes EBTR - 375/150 500/200 Yes WBL 150 200/75 275/75 Owyhee Storm WBT - 150/175 200/225 Yes 3 Avenue/McMillan WBR 2002 75/50 75/50 Yes Road NBL 200 150/100 200/175 Yes NBTR - 100/100 400/300 Yes SBL 200 150/100 125/100 Yes SBTR - 100/75 375/275 Yes EBL 2002 100/50 75/50 Yes EBTR - 425/375 250/275 Yes WBL 2002 50/100 25/75 Yes Ersatz Place Road/ WBT - 525/200 325/175 Yes 4 McMillan Road' z WBR 200 200/50 50/50 Yes NBLTR - 75/25 50/25 Yes SBL 2002 425/200 150/150 SBTR - 0/0 0/0 Yes EBTL - 350/400 - Yes EBR 2001 25/25 Yes 5 McDermott Road/ WBLTR - 475/350 Yes McMillan Road' NBLTR 225/100 Yes SBLTR 75/25 Yes I� 88 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis EBLTR 275/125 250/100 Yes Rustic Oak Way/ WBLTR 150/150 150/150 Yes 6 McMillan Road NBLTR - 25/25 25/25 Yes SBLTR 25/25 25/25 Yes EBLTR 425/325 475/350 Yes Black Cat Road/ WBLTR 525/325 650/350 Yes 7 McMillan Road NBLTR - 125/100 150/100 Yes SBLTR - 125/100 125/100 Yes EBL 115 75/100 75/100 Yes EBT - 450/375 450/375 Yes EBR 100 150/50 150/100 No WBL 100 175/150 175/150 No W BT - 500/550 500/600 Yes Ten Mile Road/ WBR 115 0/75 0/75 Yes 8 McMillan Road NBL 185 175/400 175/400 No N BT - 250/425 250/425 Yes NBR 85 75/75 75/125 No SBL 295 100/275 100/275 Yes SBT - 300/375 300/375 Yes SBR 100 25/25 25/50 Yes EBL 150 25/25 - Yes EBTR - 200/250 Yes McDermott Road/ WBL 150 25/25 Yes 9 Ustick Road W BTR - 300/150 - Yes NBLTR 225/150 Yes SBLTR - 200/150 - Yes EBL 75 50/50 50/50 Yes EBTR - 600/425 600/400 Yes WBL 75 75/100 75 Black Cat Road/ WBTR - 750/575 725/550 Yes 10 Ustick Road NBL 75 75/50 50/50 Yes NBTR - 575/625 475/550 Yes SBL 75 100/100 100/100 SBTR - 400/475 325/400 Yes Owyhee Storm WBL 100+ 75/50 125/75 Yes 11 Avenue/ WBR 100+ - - Yes Site Access A NBTR - - - Yes EBLR 50 50/50 50/50 Yes 13 Ersatz Place Road/ NBTL - 50/25 25/25 Yes Site Access C SBTR - - - Yes EBLR 100 25/25 0/0 Yes 14 Ersatz Place Road/ NBTL - 25/0 0/0 Yes Site Access B SBTR - - Yes Queues reported assuming traffic signal in place. 'Storage lengths assumed as typical ACHD storage lengths for analysis purposes.Actual storage length to be determined during traffic signal design. As shown in Table 30, most 951h percentile queue lengths are projected to be accommodated at all study intersections and proposed public street connections during the weekday AM and PM peak hours. Queue I� 89 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis lengths highlighted in Table 30 are further discussed below. Queuing worksheets are provided with the total traffic conditions analysis worksheets in Appendix 1 through Appendix K except where noted. Black Cat Road/McMillan Road The northbound left-turn storage is striped as 80 feet, however there is a continuous center turn lane extending to the south on Black Cat Road several hundred feet that could provide additional storage. As previously noted,this intersection was recently reconstructed by ITD,and ACHD and ITD could coordinate to allocate additional time to the northbound approach which would lessen northbound approach queues. Star Road/McMillan Road This intersection was recently signalized and the current configuration provides the minimum 100 feet of storage for the southbound left-turn movement. With the Cole Valley Christian School campus in place, there is an increase in southbound left and westbound right AM peak hour volumes that increases the length of the southbound left-turn queues. If no other intersection timing changes or widening occurs, it is recommended that the southbound left-turn lane storage be extended to provide 700 feet of storage, which may necessitate widening of Star Road. However, with signal timing mitigations, up to only 475 feet (before SH-16) or 575 feet (after 16) of storage may be needed Alternatively, if a westbound right- turn lane was added to the intersection to provide at least 100 feet of storage, the southbound left-turn storage needs would reduce to 300 feet. It is recommended that the development team and ACHD further coordinate on the preferred configuration of the intersection. Appendix L contains the supporting queueing mitigated total traffic operational worksheets for the after SH-16 scenario. Owyhee Storm Avenue/McMillan Road The addition of a fourth leg to the signalized intersection changes the left-turn storage needs of the recently constructed signalized intersection.The westbound left-turn lane was constructed with 1S0 feet of storage in fall 2021, but with a new south Owyhee Storm Avenue approach added with the Cole Valley Christian School development, the westbound left-turn lane is forecast to experience 95" percentile queues up to 275 feet. The Cole Valley Christian School development is not anticipated to add any site trips to the westbound left-turn movement. If the next phase of the Gander Creek development does not first widen McMillan Road to three lanes from Ersatz Place (Glassford Avenue)to Owyhee Storm Avenue, directly facilitating extension of the westbound left-turn lane storage, the westbound left-turn lane should be extended to provide 275 feet of storage. Ersatz Place/McMillan Road If a traffic signal is implemented at the Ersatz Place/ McMillan Road intersection, the storage needs will vary depending on if SH-16 has been constructed. With SH-16 in place, the storage needs on the 1011 90 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis eastbound, westbound and southbound approached are reduced. As ITD plans to begin SH-16 construction in summer 2022, and assuming Ersatz Place and be aligned with Glassford Avenue and signalized, it is recommended that the exact storage needs be revisited during traffic signal design. Ten Mile Road/McMillan Road Under total traffic conditions, four lane groups at the Ten Mile Road / McMillan Road intersection are forecast to experience 951" percentile queues exceeding the striped storage, generally by 1-3 vehicle lengths. In the case of the westbound and northbound left-turn movements, additional storage is available in a continuous center left turn lane. In the case of the eastbound right turn lane, the forecast queues are only 1-3 vehicle lengths longer than background condition queues, which can be accommodated by the existing turn lane taper. In the case of the northbound right-turn lane, forecast 95t" percentile queues are 1-2 vehicle lengths beyond the striped storage, which can be accommodated by the existing turn lane striped taper and Cole Valley Christian School contributes no trips to this movement. Black Cat Road/Ustick Road The Black Cat Road / Ustick Road intersection was recently signalized and widened to provide the minimum 75 feet of storage for the new left-turn lanes.The forecast 95t" percentile school PM peak hour queues are estimated to exceed the available storage by 1-2 vehicle lengths, which could be accommodated by the available striped turn-lane taper. Additionally, per the ACHD 2022-2026 IFYWP, the intersection of Black Cat Road / Ustick Road will undergo intersection improvements (Project #: IN202-09) in conjunction with future Ustick Road widening. These improvements will include widening the north and south legs to seven lanes, and the east and west legs to six lanes with enhanced pedestrian and bicycle facilities. With these improvements the intersection would provide additional capacity and storage lengths in the westbound and southbound directions. YEAR 2025 TOTAL TRAFFIC OPERATIONS, INTERIM ACCESS SCENARIO If ITD is not able to secure the right-of-way necessary to align Ersatz Place with Glassford Avenue before the Cole Valley Christian School opens, an interim, near-term access scenario is presented in which the offset Ersatz Place functions as a right-in, right-out only stop-controlled access to McMillan Road until re- alignment is achievable in the future. This restriction of the left-in and left-out movement at the Ersatz Place/McMillan Road intersection results in revised site traffic assignment and total traffic volumes at the following intersections: • Owyhee Storm Avenue/ McMillan Road • Ersatz Place/ McMillan Road • Site Access to Owyhee Storm (Site Access A) IZA 91 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis • Site Access to Ersatz Place (Site Access B) The resulting updated total traffic scenario volumes considering this interim access scenario, before and after SH-16, are presented in Figures 11A, 1113, 12A and 1213, respectively. The resulting interim intersection operations are presented in Table 31. Appendix L contains operations worksheets for this interim access scenario under both the before SH-16 and after SH-16 scenarios. Table 31.Year 2025 Interim Total Conditions at Ersatz Place Road/ McMillan Road Intersection Intersection AM/PM Lane AM Peak Hour School PM Peak Hour Scenario Intersection Control WC LOS Delay Group V/C LOS Delay V/c LOS Delay EBL 0.57 C 30.0 0.54 C 25.2 EBTR 0.90 E 58.1 0.49 C 29.4 WBL 0.85 D 46.5 0.26 C 25.7 Owyhee 091 WBT 0.40 D 39.3 0.76 D 34.8 Storm Ave/ Signal / D/C 37.9/ WBR 0.60 D 42.4 0.56 C 32.0 McMillan 0.79 28.7 Road NBL 0.36 D 36.6 0.30 B 16.9 NBTR 0.87 D 52.2 0.84 D 32.1 SBL 0.98 E 64.6 0.93 D 31.6 SBTR 0.37 C 30.4 0.33 C 21.6 EBT Ersatz Place Before Road/ WBT SH-16 McMillan TWSC WBR - - - - - - Road SBR 0.11 B 12.7 0.08 B 10.7 WBL 0.70 C 16.3 0.68 C 15.5 Owyhee WBR - Storm Ave/ TWSC NBT Site Access A NBR SBT EBLR 0.03 A 8.5 0.03 A 8.5 Ersatz Place NBL 0.29 A 8.1 0.16 A 7.7 Road/Site TWSC Access C NBT - SBTR - EBL 0.60 C 30.3 0.53 C 24.0 EBTR 0.90 E 56.3 0.48 C 28.0 WBL 0.82 D 43.0 0.23 C 24.7 Owyhee 0.89 WBT 0.41 D 39.9 0.75 D 33.8 Storm Ave/ Signal / D/C 45.9/ WBR 0.44 D 40.5 0.40 C 29.3 McMillan 0.76 27.7 Road NBL 0.48 C 31.3 0.47 B 17.2 After NBTR 0.91 E 57.0 0.84 C 29.6 SH-16 SBL 0.95 E 59.8 0.82 C 32.4 SBR 0.61 D 36.9 0.58 C 25.3 EBT Ersatz Place Road/ WBT McMillan TWSC WBR - - - - - - Road SBR 0.10 B 11.9 0.08 B 10.4 IZANINI 92 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis WBL 0.70 C 16.1 0.67 C 15.4 Owyhee WBR - Storm Ave/ TWSC NBT Site Access A NBR SBT EBLR 0.04 A 8.5 0.04 A 8.5 Ersatz Place NBL 0.21 A 7.8 0.12 A 7.5 Road/Site TWSC Access C NBT - SBTR As shown in Table 31, restriction of the left-out movement at Ersatz Place results in the Owyhee Storm Avenue/McMillan Road intersection operating above the ACHD intersection volume to capacity standard during the AM peak hour under the before SH 16 scenario. Also, the Synchro analysis suggests that both before and after SH-16, the southbound left-turn queues would extend several hundred feet north on Owyhee Storm Avenue, to even beyond the school driveway access as shown in Table 32. If Owyhee Storm Avenue were extended to the north with further development in the area, additional conflicting through volumes on Owyhee Storm Avenue would significantly degrade the operations of the now primary site driveway. Table 32.Year 2025 Owyhee Storm Avenue/McMillan Road Interim Access Scenario 951h Percentile Queues Storage Before SH-16 After SH-16 Lane Available 95t'Queue(ft) 951h Queue(ft) No. Intersection Group (ft) AM/PM AM JA Fits within Storage EBL 2001 225/125 275/150 Yes,pending design. EBTR - 325/125 400/150 Yes WBL 150 275/75 275/75 Owyhee Storm W BT - 175/200 200/225 Yes 3 Avenue/McMillan WBR 2001 75/50 75/50 Yes Road NBL 200 125/125 200/175 Yes NBTR - 125/100 425/325 Yes SBL 2001.2 650/500 550/450 No SBTR 100/75 350/300 Yes 'Storage lengths assumed as typical ACHD storage lengths for analysis purposes.Actual storage length to be determined during traffic signal design. 'The site access to Owyhee Storm Avenue to be located 475 feet north of McMillan road,which would limited available southbound left-turn storage Interim Access Scenario Mitigation While signal timing adjustments could bring the overall intersection v/c to meet ACHD standard, there is no other clear mitigation for the near-capacity southbound left-turn movement and extended 95th percentile queues. Providing dual southbound left-turns is not feasible, as there is no second receiving lane on McMillan Road and widening McMillan Road to provide a second receiving lane would expand the road beyond the identified future three lane configuration.Additionally,adding dual southbound left- turn lanes would require removing the northbound approach permitted left-turn phase which would further worsen northbound approach queues as well. I� 93 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis The interim scenario also results in revised peak hour volumes for roadway segments on McMillan Road, Owyhee Storm Avenue and Ersatz Place. Table 33 summarizes the resulting peak hour, peak direction volumes. While the McMillan Road segments were identified as not meeting standard under base case total traffic conditions, a new deficiency created by the restriction of Ersatz Place to right-in, right-out is the increased southbound peak hour volumes on Owyhee Storm Avenue.The southbound Owyhee Storm Avenue AM and School PM peak hour volumes would not meet ACHD 3-lane collector standards. Based on these findings, it is recommended that ACHD, ITD and properties owners work together to achieve alignment of Ersatz Place with Glassford Avenue rather than restrict Ersatz Place to right-in, right- out only. Though such a configuration could serve Cole Valley Christian School in the near-term, the configuration would not ensure access longevity for the school, particularly if other properties redevelop and extend Owyhee Storm Avenue to the north. Table 33.Total Traffic Roadway Segment Operations—Interim Before SH-16&After SH-16 Weekday AM and School PM Peak Hours Weekday School Peak Weekday AM Peak Hour PM Peak Hour Hour Std. One-Way One-Way Travel Volume Volume/ Meets Volume/ Meets Scenario Roadway Segmfflo Classification' Lanes' (One-Way) Direction Std. Direction Std. McMillan Road Minor Arterial 3 E/720 No 822/EB No (Owyhee Storm Avenue to Ersatz Place) Before Owyhee Storm Avenue Collector 3 D/530 648/SB No 626/SB No SH-16 (McMillan Road to Site Access) Ersatz Place Collector 2 D/530 442/NB Yes 252/NB Yes (McMillan Road to Site Access) McMillan Road Minor Arterial 3 E/575 668/EB No 6631EB No (Owyhee Storm Avenue to Ersatz Place) After SH- Owyhee Storm Avenue Collector 3 D/530 644/SB No 622/S6 No 16 (McMillan Road to Site Access) Ersatz Place Collector 2 D/530 329/NB Yes 185/NB Yes (McMillan Road to Site Access) IZ94 Kittelson&Associates,Inc. Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 0 OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS 0 © © Intersection Volume Same as Fig 9A z l Intersection Volume m �648 Same as Fig 9A 31 Q 11 � �N L� STAR RD/ OWYHEE STORM AVE/ ERSATZ PL/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD 0 E Intersection Volume 256� �189 �442 Intersection Volume Intersection Volume Intersection Volume Intersection Volume 110 F 150 758 F 516 I Same as Fig 9A 188� s,-263 Same as Fig 9A Same as Fig 9A Same as Fig 9A Same as Fig 9A M � 1 � I N N O � I N 16`. MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD zo_26 O US 20/26 (Chinden Blvd) O m' N O N T N 3 Intersection Volume Intersection Volume m Same as Fig 9A Same as Fig 9A B o 3 A SITE c pl: McMillan Road a c) O 0 iv 1= O En N Ep n rt o n D rt C rt o Q 3 D N m U / Ustick Rd —- Study Roadway Segment 'Q-Study Intersection 2025 Total Traffic Volumes (Before SH-16 Extension) - Interim RI/RO Ersatz PI Figure -Study Access Intersection Weekday AM Peak Hour 11A Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 0 OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ a FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS 0 © © Intersection Volume Same as Fig 913 l o Intersection Volume o �626 Same as Fig 913 30� m � M� N N L� STAR RD/ OWYHEE STORM AVE/ ERSATZ PL/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD 0 � lL � Intersection Volume 'a5� �,06 �262 Intersection Volume Intersection Volume Intersection Volume Intersection Volume Same as Fig 9B 677� �742 eoo� �327 Same as Fig 9B Same as Fig 9B Same as Fig 913 Same as Fig 913 M � 1 � v in r o � � N N N O � I N 16 MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD Po_26 O US 20/26 (Chinden Blvd) O m' N O N T N 3 Intersection Volume Intersection Volume 0 o m Same as Fig 9B Same as Fig 9B B o 3 A SITE c pl: McMillan Road a c) O 0 iv O En N Ep n rt -1 n D rt C rt o Q 3 D N m U / Ustick Rd —- Study Roadway Segment 'Q-Study Intersection 2025 Total Traffic Volumes (Before SH-16 Extension) - Interim RI/RO Ersatz PI Figure -Study Access Intersection Weekday School PM Peak Hour 11B Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 0 OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS 0 © © Intersection Volume Same as Fig 10A 0 it Intersection Volume �644 Same as Fig 10A 39 N � � O N L STAR RD/ OWYHEE STORM AVE/ ERSATZ PL/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD a M In 0 E Intersection Volume �329 Intersection o� F154 602� F443 Not Applicable Intersection Volume Intersection Volume Intersection Volume I Same as Fig 10A 213� s,-238 This Scenario Same as Fig 10A Same as Fig 10A Same as Fig 10A M � 110 N In N n M I N N O �I N 16 MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD PO_26 O US 20/26 (Chinden Blvd) O m' N O N T Intersection 3 Not Applicable Intersection Volume o (Dp This Scenario Same as Fig 10A B o A SITE C N McMi Ian Road a O En ao EP iv rt O n Q V i D � m �O m Ustick Rd - Study Roadway Segment 'Q-Study Intersection 2025 Total Traffic Volumes (After SH-16 Extension) - Interim RI/RO Ersatz PI Figure -Study Access Intersection Weekday AM Peak Hour 12A Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 0 OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS 0 © © Intersection Volume Same as Fig 10B _ l Intersection Volume �622 Same as Fig 10B 37� m M � L� STAR RD/ OWYHEE STORM AVE/ ERSATZ PL/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD 0 E Intersection Volume Intersection 'ss� �;9s 639� �zsz Not Applicable Intersection Volume Intersection Volume Intersection Volume Same as Fig 10B 73� s,-66 This Scenario Same as Fig 10B Same as Fig 10B Same as Fig 10B R` M ■ 1 O O� N N O � I N 16 MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD zo_26 O US 20/26 (Chinden Blvd) O m' N O N T Intersection 3 Not Applicable Intersection Volume o (Dp This Scenario Same as Fig 10B o o B o A SITE c N McMi Ian Road a p o O En ao EP iv rt O n Q V o 3 o � D � m �O m Ustick Rd - Study Roadway Segment 'p-Study Intersection 2025 Total Traffic Volumes (After SH-16 Extension) - Interim RI/RO Ersatz PI Figure -Study Access Intersection Weekday School PM Peak Hour 126 Meridian, ID IVF KITTELSON X &ASSOCIATES Cole Valley Christian School TIS July 2022 Transportation Impact Analysis SITE ACCESS EVALUATION This section evaluates the need for turn lanes, intersection sight distance, and the access location, threshold, and operation with respect to ACHD Policy Manual. All analyses and evaluation in this section is based on full build-out of the site in year 2025 assuming the base case total traffic conditions, that is Ersatz Place re-alignment can be achieved.Appendix N contains the worksheets for the turn lane warrant. Access Evaluation The proposed access points were reviewed related to ACHD access justification and spacing requirements. The district has criteria for approving driveways along collectors located near a signalized intersection in accordance with one of the following, whichever is greater: • Outside the area of influence; OR • 220-feet for a right-in/right-out driveway and 440-feet for a full-movement driveway. Criteria for driveways along collectors near a stop-controlled intersection shall be in accordance with one of the following, whichever is greater: • Outside the area of influence; OR • 150-feet. Owyhee Storm Avenue/Site Access A This proposed site access to Owyhee Storm Avenue (a collector roadway) is along the site's western boundary will be located approximately 475-feet north of the signalized intersection of Owyhee Storm Avenue and McMillan Road. The ACHD minimum distance from a signalized intersection is 440-feet for full access driveways, therefore the driveway meets ACHD spacing policy and is recommended as a full access. Ersatz Place Road/Site Access 8 This proposed site access to Ersatz Place (which is assumed to become a future collector roadway based on planned functionality) is located along the site's eastern boundary and is located approximately 1,675- feet north of the Ersatz Place / McMillan Road intersection, and approximately 1,200-feet north of the planned stop-controlled intersection of Ersatz Place Road / Site Access C. The driveway meets ACHD access spacing policy and is therefore recommended as a full access. Ersatz Place Road/Site Access C This proposed site access to Ersatz Place (which is assumed to become a future collector roadway) is located along the site's eastern boundary and is located 475-feet north of the Ersatz Place/McMillan Road intersection. The access meets ACHD access spacing policy and recommended as a full access. IZA99 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis Turn Lane Warrant Analysis Turn lane warrants were analyzed for the site accesses. The warrant analysis used the ACHD guidelines as presented in Section 7106.4.4 of the ACHD Policy Manual. Table 34 shows the results of the turn lane analysis at the site access locations and new roadway access intersections on McMillan Road. Table 34.Turn Lane Analysis Results Site Access Proposed Access Type Turn Lane Before SH-16 After SH-16 Site Access A/Owyhee Storm Avenue Full-movement,stop-control NB Right-Turn Lane Yes Yes Site Access B/Ersatz Place Road Full-movement,stop-control NB Left-Turn Lane No No Site Access C/Ersatz Place Road Full-movement,stop-control NB Left-Turn Lane Yes Yes Roadway Access Intersections Intersection Control Turn Lane Before SH-16 After SH-16 Ersatz Place Road/McMillan Road Proposed Traffic Signal EB Left-Turn Lane Yes Yes WB Right-Turn Lane Yes Yes Owyhee Storm Avenue/McMillan Road Traffic Signal WB Right-Turn Lane Yes Yes EB Left-Turn Lane Yes Yes As shown in Table 34, based on ACHD's Policy Manual there are turn lanes warranted at the site access on Owyhee Storm Avenue and Ersatz Place Road. ACHD's 2040 Functional Classification Map identifies Owyhee Storm Avenue as a proposed 3-lane collector extending from Ustick Road to US 20-26. Owyhee Storm Avenue currently exists as a 3-lane roadway with a continuous left-turn lane from Ustick Road to McMillan Road and will be extended past McMillan Road to the northern boundary of Cole Valley Christian School with the development of the school. Beyond this boundary, further extension is planned to occur with future developments in the region. Based on traffic volumes entering and exiting the site for both scenarios in the AM and school PM peak hours, warrants for a dedicated northbound right-turn lane are met. It is also recommended that the extension of Owyhee Storm Avenue be constructed as a 3-lane roadway with a continuous center left-turn lane north of McMillan Road and a dedicated northbound right-turn lane into the site to accommodate future traffic should Owyhee Storm Avenue be connected to US 20-26 or there be additional development to the north. ITD is planning to construct Ersatz Place north of McMillan Road as a local access road as part of the SH- 16 extension project. With the opening of Cole Valley Christian School Ersatz Place will be constructed from McMillan Road to the northern boundary of the site. Similar to the Owyhee Storm Avenue volumes, under 2025 total traffic conditions for both the before and after SH-16 scenarios this roadway will experience only site generated southbound trips from the use of site access B, resulting in very low southbound volumes. Based on traffic volumes entering the site driveway, both scenarios warrant a dedicated northbound left-turn lane into the site at Site Access C. The intersection of Ersatz Place Road / McMillan Road, assuming re-alignment with Glassford Avenue, will need to be expanded to provide turn lanes and signalized with the opening of Cole Valley Christian IZA 100 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis School. Based on turning movement volumes in and out of the site at the new intersection, both an eastbound left-turn lane and a westbound right-turn lane are warranted. It is recommended that the intersection be constructed with both turn lanes to accommodate peak hour school traffic. The intersection of Owyhee Storm Avenue/McMillan Road will require an additional northern fourth leg of the intersection to be constructed with the Cole Valley Christian School campus. In addition to the fourth leg, the 2025 total traffic volumes warrant a dedicated westbound right-turn lane onto Owyhee Storm Avenue towards the site access. It is recommended that this westbound right-turn lane be constructed with the fourth leg to accommodate school peak hour traffic. Intersection Sight Distance Sight distance was not evaluated for the planned connections to the future roadway extensions since these have yet to be constructed, though it is noted that existing grades in the area are relatively flat. Intersection sight distance was reviewed along McMillan Road in the general vicinity of the planned extension of Owyhee Storm Avenue and near the planned Ersatz Place connection. Looking east and west along McMillan Road, sight distance exceeds several hundred feet for both collector locations. Exhibit 1 provides the view to the east and west along McMillan Road from the approximate location of the planned Ersatz Place roadway. Looking east along McMillan Road Looking west along McMillan Road j i r - w - i - r- K r V Exhibit 1. Sight Distance at the Proposed McMillan Road/Ersatz Place Intersection As the site plan is refined and roadway design submitted for final approval, sight distance should be reviewed at each proposed public street connection and confirmed that sight lines are met. Additional recommendations to ensure adequate safety and operation at the site access points, internal intersections, and roadways include: • Remove miscellaneous vegetation and shrubbery, and potential obstructions along McMillan Road as necessary to maintain adequate intersection sight distance. IZ 101 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Transportation Impact Analysis • Site accesses along McMillan Road should match the existing grade of McMillan Road at the intersection. Shrubbery, weeds, and landscaping near the internal intersections and site access points should be maintained to ensure adequate sight distance. • If future widening occurs along McMillan Road, Owyhee Storm Avenue or Ersatz Place, care should be taken to ensure adequate intersection sight distance is maintained. I� 102 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Special Considerations for School District Facilities SPECIAL CONSIDERATIONS FOR SCHOOL DISTRICT FACILITIES Idaho Code 67-6519(3) requires specific elements to be studied for school facilities, some of which are beyond ACHD TIS requirements. The topics listed below are required to be addressed as part of the transportation impact study for a new school. Topics that have been addressed in previous sections of this report are identified but are not repeated in this section. Idaho Code requirements for school study evaluation are: 1. Land use master plan 2. School bus plan 3. Access safety 4. Pedestrian plan 5. Crossing guard plan 6. Barriers between the highways and the school 7. Location of the school zone 8. Need for a flashing beacon 9. Need for traffic control 10. Anticipated future improvements 11. Speed on adjacent highways 12. Traffic volumes on adjacent highways 13. Effect upon a highway's level of service 14. Need for acceleration or deceleration lanes 15. Internal traffic circulation 16. Anticipated development on surrounding undeveloped parcels 17. Zoning in the vicinity 18. Access control on adjacent highways 19. Required striping and signing modifications 20. Funding for highway improvements to accommodate the development 21. Proposed highway projects in the project vicinity 1. Land Use Master Plan The proposed school property is currently in Ada County, located with the City of Meridian impact area. The site is currently vacant former farmland and though the City of Meridian Zoning Map shows no specific zoning, the proposed school property is shown as a future school location. The City of Meridian Future Lane Use Map identifies the areas immediately west, north and east of the Cole Valley Christian School site are identified for low and medium density residential. South of McMillan Road and west of the site, areas are identified for mixed use community surrounded by medium-high density residential. IZA103 Kittelson&Associates,Inc. N Cole Valley Christian School TIS July 2022 Special Considerations for School District Facilities 2. School bus plan The existing Cole Valley Schools provide no student bussing, and only operates a limited shuttle between the currently separate primary and elementary school campuses. As the proposed Cole Valley Christian School would combine and replace the two existing campuses, no future shuttle service to another location is anticipated.Additionally, at this time, no bussing of students to the new campus is anticipated consistent with existing operations, but may be further explored by school officials in the future. 3. Access Safety The main site access points that will provide access to Cole Valley Christian school do not exist today.The design and projected operations of the proposed access points was also reviewed against ACHD standards to ensure they met all applicable requirements. Sight distance was not evaluated for the planned connections to the future roadways since these have yet to be constructed. Intersection sight distance was reviewed along McMillan Road in the general vicinity of the planned extension of Owyhee Storm Avenue and near the planned Ersatz Place connection. Looking east and west along McMillan Road, sight distance exceeds several hundred feet for both collector locations. Exhibit 1, previously discussed in the Intersection Sight Distance section, provides the view to the east and west along McMillan Road from the approximate location of the planned Ersatz Place roadway. Looking east along McMillan Road Looking west along McMillan Road w _ ,3 1 Exhibit 1. Sight Distance at the Proposed McMillan Road/Ersatz Place Intersection The following recommendations have been identified to ensure adequate safety and operation at the site access points, internal intersections, and roadways: • Remove miscellaneous vegetation and shrubbery, and potential obstructions along McMillan Road as necessary to maintain adequate intersection sight distance. • Site accesses along McMillan Road should match the existing grade of McMillan Road at the intersection. IZ 104 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Special Considerations for School District Facilities • Shrubbery, weeds, and landscaping near the internal intersections and site access points should be maintained to ensure adequate sight distance. • If future widening occurs along McMillan Road, care should be taken to ensure adequate intersection sight distance is maintained. 4. Pedestrian Plan The pedestrian plan is comprised of the on-site pedestrian circulation and the off-site pedestrian accessibility. On-Site Pedestrian Circulation Parent drop-off circulation is a challenge for all schools because of the high amount activity that occurs in a short peak of 15 to 20 minutes. Given that this location will serve as an elementary, middle, and high school the site is anticipating parent drop-off as well as some student drivers. As shown in the following Internal Traffic Circulation section,the two planned parent drop-off circulation patterns have been designed so that students are dropped off curbside at the building from the passenger side of their vehicles and avoid the need for them to walk across the drop-off area. As site plan design progresses, pedestrian walkway connections to the planned collector roadway sidewalks should be provided on-site. Additionally, delineation of pedestrian walkways through the various parking areas should be considered to facilitate safe travel of staff or older students that have parked and need to access the school facility. Off-Site Pedestrian Accessibility Cole Valley Christian School students travel from all over the Treasure Valley to the school campuses and no busing will be provided. Parental drop-off and pickup will be the primary mode of transportation for students to and from the new campus location. A limited number of students may walk to the campus from the new residential developments to the south. As other parcels in the area redevelop over time, there may be addition local students walking to the campus. As the surrounding areas develops, ACHD may further evaluate needs for school zones and pedestrian crossings in the area. There is recently constructed sidewalk along the south side of McMillan Road along the frontage of the currently under construction Gander Creek residential development, as well as the Oakes residential developments east of McDermott Road. In the future, new subdivisions will likely be required to provide sidewalk connections to area roadways as the surrounding parcels redevelop. The Owyhee Storm Avenue/ McMillan Road traffic signal can facilitate signalized crossings of McMillan Road.Assuming Ersatz Place is aligned with Glassford Avenue and signalized,this intersection would also facilitate signalized crossings of McMillan Road. If the Ersatz Place / McMillan Road intersection is not signalized, some Gander Creek residents may have to walk as far as 2,000 feet west to Owyhee Storm Avenue for a signalized crossing of McMillan Road.Alternatively,should pedestrian demand for a crossing 1W/l 105 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Special Considerations for School District Facilities of McMillan Road to reach the Cole Valley Christian School campus increase as the Gander Creek development is occupied, pedestrian crossing treatments could be considered such as crossing signage and flashing beacons in lieu of a traffic signal. Directly west of the Gander Creek development, the areas south of McMillan Road are identified as medium high density residential and mixed use community. Pedestrians traveling to or from these future development areas would likely travel along McMillan Road,or Owyhee Storm Avenue to use the Owyhee Storm Avenue/McMillan Road signalized intersection to reach the Cole Valley Christian School campus. Sidewalks will be provided on the Owyhee Storm Avenue extension, as it will be built to ACHD collector standards. It is also recommended that Ersatz Place be constructed to collector roadway standards and provide sidewalk along the site frontage, as well as to the McMillan Road / Ersatz Place intersection. Should the other areas north of McMillan Road along Owyhee Storm Avenue and Ersatz Place become residential developments,these communities should be built with sidewalk connectivity to the collectors and the need for additional pedestrian accommodations such as crosswalks, advance signing or beacons could be revisited. School Zone The location and design of school zones will be addressed during the design review process for the school based on direction of ACHD staff. Based on review of surrounding area, school zones are not typically provided for high school facilities given the age of the students, though Cole Valley Christian School campus will serve pre-K through grade 12 students. The school fronts the extended Owyhee Storm Collector and Ersatz Place, neither of which are arterial facilities and are anticipated to have posted speeds ranging from 25-30 MPH, based on the existing segment of Owyhee Storm Avenue south of McMillan Road which served Owyhee High School. The existing Cole Valley Christian School Elementary campus does not have a designated school zone on Ustick Road or on Maple Grove Road, likely due to the fact that the majority of students are driven to school and do no walk or bike to the campus. 5. Crossing Guard Plan Off-site crossing guards will not be provided as the anticipated primary access mode will by passenger vehicle. As the surrounding properties redevelopment,with more students potentially walking to school, officials should regularly re-consider if crossing guards may become necessary. 6. Barriers between the Highway and the Schools Based on the proposed site plan, there will be property in between the school property and McMillan Road. The collector roadways that front the school are expected to be relatively low-volume roadways. Should Owyhee Storm Avenue be extended to US 20-26 in the future, as is the long-term ACHD plan, physical barriers and school zone designation may need to be revisited. IZANINI 106 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Special Considerations for School District Facilities 7-8. Location of the School Zone and Flashing Beacon See the write-up under item #4 above. 9. Need for a Traffic Control Signal As identified in the previous sections of this report, all of the site access points to the new collector facilities are forecast to operate acceptably as stop controlled driveways. The previous sections of this report also identify the mitigation analysis for traffic signal or roundabout control at the study intersections. A traffic signal already exists at the Owyhee Storm Avenue/McMillan Road intersection. A traffic signal should be provided at the Ersatz Place/McMillan Road intersection assuming it is aligned with Glassford Avenue. In the interim, the Ersatz Place/McMillan Road intersection could function as a right-in, right- out only stop control intersection, but it is recommended that ACHD and ITD work to align Ersatz Place with Glassford Avenue in order to form a four-approach intersection. 10-14. Improvements, Speed, Traffic Volumes, Levels of Service, and Need for Acceleration or Deceleration Lanes See previous sections of this study that document these steps. 15. Internal Traffic Circulation Internal traffic circulation is anticipated to take place in the primary parking lots along the southern frontage of the site,with two concurrent drop-off patterns for students to be drop-off at the main school facility without needing to cross the parking areas. Exhibit 2 outlines the planned vehicular drop off circulation patterns. Upon departure from the site, vehicles could continue east or west on McMillan Road, or to the south on Owyhee Storm Avenue. IZA 107 Kittelson&Associates,Inc. I� Cole Valley Christian School TIS July 2022 Special Considerations for School District Facilities f I u I I � ICI IIII � lu WHOM I II`I�j 17�: a T � I � I I ------------ -..-..-------- Exhibit 2. On-Site Vehicular Drop-Off Circulation Pattern 16. Anticipated Development See previous sections of this study that document the proposed development. 17. Zoning in the Vicinity The site and surrounding property is currently in unincorporated Ada County but within the City of Meridian's area of impact. The site is currently vacant former farmland and though the City of Meridian Zoning Map shows no specific zoning,the proposed school property is shown as a future school location. 18. Access Control on Adjacent Highways Accesses for Cole Valley Christian School are all proposed as site driveways to the new roadways. As outlined in the previous section of this report,the proposed Owyhee Storm Avenue mid-mile Collector is identified on the ACHD Master Street Map, would be extended north of McMillan Road and all access points meet ACHD access spacing standards for collector roadways. Though Ersatz Place may initially be constructed by ITD to local road standards, alignment with Glassford Avenue, and development of the Cole Valley Christian School would lead to Ersatz Place functioning as a collector roadway in the future. Both proposed site access points to Ersatz Place meet ACHD access spacing standards for collector roadways IZ108 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Special Considerations for School District Facilities 19. Required Striping and Signing Modifications Off-site intersection modifications are outlined in the previous section of this report. The following on- site striping and signing modifications are recommended: • Signing and striping of internal crosswalk locations. • Delineation of pedestrian walkways through the parking lot. • On-site signing and pavement markings for the parent drop-off/pick-up identifying circulation direction, and curb loading area. 20. Funding of Highway Improvements to Accommodate Development Funding for the improvements identified in the above sections of the report will be provided by the development, or in coordination with other future developments in the area. 21. Proposed Highway Projects in the Vicinity No near-term projects were identified in the immediate site vicinity. Based on a review of ACHD's Capital Improvement Plan (CIP) and ITD's Idaho Transportation Improvement Program (TIP), planned projects on the study roadways or intersections include: ACHD Capital Improvement Plan (CIP) o McMillan Road, Star Road to McDermott Road ■ RD 2020-0950: Reconstruct/widen to 3 lanes (2036-2040) o McMillan Road, McDermott Road to Black Cat Road ■ RD 2020-0960: Reconstruct/widen to 3 lanes (2036-2040) o Star Road, Ustick Road to McMillan Road ■ RD2020-1190: Reconstruct/widen to 5 lanes (2031-2035) o Star Road, McMillan Road to US 20/26 ■ RD2020-1200: Reconstruct/widen to 5 lanes (2031-2035) o McMillan Road and Star Road ■ IN2020-0700: Roundabout, Multilane (2031-2035) ITD o ITD is currently designing an extension of SH-16 from US 20/26 to I-84 which will in the near-term, consist of at-grade intersections at Ustick Road and Franklin Road and underpasses at McMillan Road and Cherry Road. The project is funded, and design and right-of-way acquisition are underway with construction planned for 2022-2024. IZA109 Kittelson&Associates,Inc. I� Cole Valley Christian School TIS July 2022 Conclusions and Recommendations CONCLUSIONS AND RECOMMENDATIONS The results of the traffic impact analysis indicate that the proposed Cole Valley Christian School can be constructed while maintaining acceptable levels of service and safety on the surrounding transportation system if the appropriate mitigations are in place.The findings of this analysis and recommendations are discussed below. FINDINGS Existing Conditions • All study intersections were found to operate acceptably during the existing weekday AM and school PM peak hours, except for: o Black Cat Road/ US 20-26 ■ This intersection operates exceeds ITD's desired LOS D threshold during the school PM peak hour. Additionally, the northbound movement during the AM peak and the westbound movement during the school PM peak hour exceed ITD desired v/c threshold of 0.90. ■ It is noted that ACHD, not ITD, requested analysis of this intersection and the intersection does meet ACHD signalized operating standards. The intersection was recently re-built by ITD in 2021. o Black Cat Road/ McMillan Road ■ This intersection operate at LOS F and has two overcapacity movements during the AM peak hour and the westbound approach operated at LOS F during the school PM peak hour, exceeding ACHD operational standards. ■ The most recent ACHD Integrated Five Year Work plan identifies this intersection as a future multi-lane roundabout. As a roundabout or an interim traffic signal, the intersection will operate acceptably under existing conditions. • All study roadway segments operate within the ACHD volume threshold under existing conditions except for: o McMillan Road (Black Cat Road to Ten Mile Road): During the school PM peak hour, this segment of McMillan Road is expected to experience high westbound volumes. West of San Vito Way, this segment is 2-lanes and east of San Vito Way this segment is 3 lanes. ■ McMillan Road from Black Cat Road to San Vito Way is the segment that is a 2- lane section and has a PM peak directional volume of 363, meeting ACHD standard, while from San Vito Way to Ten Mile Road, where a peak direction volume of 626 is experienced, is a 3-lane section. Conservatively, the overall segment was compared to the 2-lane standard, but as noted, when considering the sub-segment lane characteristics, each half of the segment meets the corresponding operating standard. I110 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Conclusions and Recommendations ■ While the CIP identifies other adjacent segments of McMillan from Star Road to Black Cat Road as future three-lane minor arterials, it is noted that the segment from Black Cat Road to Ten Mile Road has not been identified. Year 2025 Background Traffic Conditions • Year 2025 background traffic analysis (without inclusion of site-generated traffic) found that all study intersections are expected to operate acceptably during the weekday AM and school PM peak hours under both the before and after SH-16 scenarios with the exceptions of: o Black Cat Road/ US 20-26 ■ Similar to existing conditions, under both the before and after SH-16 scenarios, this intersection operates at LOS E during the school PM peak hour, exceeding ITD's desired threshold of LOS D but meeting ACHD LOS standard. Additionally, under both background scenarios, the westbound through-right, eastbound through, and/or northbound through-right movements above ITD's desired v/c ratio (v/c <0.90) during the AM and school PM peak hours but do operate under capacity, meeting ACHD lane group standard with the exception of the northbound through-right lane group. ■ It is noted that ACHD, not ITD, requested analysis of this intersection and the intersection does meet ACHD signalized operating standards. The intersection was recently re-built by ITD in 2021. o Black Cat Road/ McMillan Road ■ This intersection and all movements operate at LOS F during the AM peak hour and the westbound approach operated at LOS F during the school PM peak hour, exceeding ACHD operational standards assuming no background improvements ■ The most recent ACHD Integrated Five Year Work plan identifies this intersection as a future multi-lane roundabout. • Mitigations analyses showed that signal warrants are met, and that the intersection could meet ACHD standards as an interim traffic signal or the planned multilane roundabout. • All study roadway segments operate within the ACHD volume threshold under year 2025 background traffic conditions for the before and after SH-16 scenarios, except for: o McMillan Road (Black Cat Road to Ten Mile Road): As noted under existing conditions, during the school PM peak hour,this segment of McMillan Road is expected to experience high westbound volumes. ■ McMillan Road from Black Cat Road to San Vito Way is the segment that is a 2- lane section and has a PM peak directional volume of 451, meeting ACHD standard, while from San Vito Way to Ten Mile Road, where a peak direction volume of 747 is experienced, is a 3-lane section, but exceeds the ACHD 3-1ane minor arterial volume standard. I111 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Conclusions and Recommendations ■ If McMillan Road were reconstructed to provide median-control, with channelized left-turn lanes, or widened to provide more than 1 travel lane in each direction (exceeding the CIP identified 3-lane designation for McMillan Road), ACHD roadway segment volumes threshold could be met. ■ While the CIP identifies other adjacent segments of McMillan from Star Road to Black Cat Road as future three-lane minor arterials, it is noted that the segment from Black Cat Road to Ten Mile Road has not been identified. o Owyhee Storm Avenue (McMillan Road to Ustick Road): During the AM peak hour, the southbound directional volume (451) exceeds ACHD collector 2-lane LOS standard (425) before and after SH-16. If Owyhee Storm Avenue were widened to a 3-lane collector, providing a continuous left-turn lane, the increased ACHD LOS standard (530) could be met. Trip Generation • Cole Valley Christian Schools is proposing to build a new preschool through grade 12 school campus to serve approximately 1,825 students. • The proposed school campus is estimated to generate a total of 4,132 daily net new trip ends, of these 1,614 are estimated to occur in the weekday AM peak hour(916 inbound/698 outbound), and 1,196 are estimated to occur in the weekday school PM peak hour (522 inbound / 674 outbound). Year 2025 Total Traffic Conditions • Year 2025 total traffic analysis found that all study intersections are expected to operate acceptably during the weekday AM and school PM peak hours before and after SH-16 except for: o Black Cat Road/ US 20-26: ■ As under existing and background conditions, this intersection exceeds ITD desired LOS threshold in the school PM peak hour. Additionally, the eastbound, westbound and northbound movements exceed ITD's desired v/c ratio for lane groups (v/c<0.90) but are under capacity in the before SH -16 scenario. In the after-SH-16 scenario, the northbound movement is overcapacity (v/c=1.31,1.13) during the AM and school PM peak hours, exceeding ACHD lane group standard. ■ If an additional 5 seconds were allocated to the northbound through-right movement, all movements could operate under capacity. With the SH-16 project rebuilding the US 20-26/SH-16 (McDermott Road) intersection, the coordination and timing parameters of the adjacent arterial traffic signals (such as Black Cat Road / US 20-26) should be revisited. It is recommended that with the implementation of the SH-16 project, ACHD and ITD work together to operate in a way to facilitate all movements operating within capacity. IZA 112 Kittelson&Associates,Inc. I, Cole Valley Christian School TIS July 2022 Conclusions and Recommendations o Star Road /McMillan Road: ■ Under both the before and after SH-16 scenarios, the southbound left turn movement is overcapacity, exceeding ACHD lane group standard. In the after SH- 16 scenario, the overall intersection v/c is 0.98 during the AM peak hour also exceeding ACHD standard. • Signal timing mitigation adjustments re-allocating time to the future higher volume southbound left-turn movement can allow for all lane groups and the overall intersection to meet ACHD standards. o Ersatz Place/ McMillan Road: ■ The southbound left movement at the Ersatz Place Road / McMillan Road intersection operates at LOS F and overcapacity during the AM and PM peak hours of both the before and after SH-16 scenarios as a stop-controlled movement. ■ Per ACHD policy, signal warrants were evaluated which show the peak hour warrant is met. ■ Installing a traffic signal mitigates the intersection to acceptable operations. The Ersatz Place (Glassford Avenue) / McMillan Road intersection would be located approximately 1,300 feet east of the Owyhee Storm Avenue/McMillan Road which is closer than ACHD preferred half-mile signalized spacing on minor arterials.Additional key considerations include: • Without this access, the school access on Owyhee Storm Avenue will experience significant queuing during peak times (see alternative access scenario). • A traffic signal would provide a signalize crossing of McMillan Road connecting the Gander Creek residential development to Cole Valley Christian School,facilitating a safer crossing of potential students residing near the school. • Ersatz Place could serve as a key access to McMillan Road for other properties located north of McMillan Road that may re-develop, as these areas are identified by the City of Merdian for future low and medium density residential uses. o McDermott Road/ McMillan Road ■ With the planned extension of SH-16, ITD plans to relocate this intersection east of its current location and change it's functionality— McDermott Road would no longer connect to US 20-26, rather it would serve as a local access road only.Given the planned relocation the intersection of McDermott Road/McMillan Road with the SH-16 project, ACHD has requested that operations only be studied under total traffic conditions for the before SH-16 scenario. I� 113 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Conclusions and Recommendations ■ In the before SH-16 scenario, the eastbound and westbound movements of this intersection experience long delays resulting in LOS F. Both the eastbound and westbound movements operate above capacity and therefore exceed ACHD operating standards. ■ Per ACHD policy, signal warrants were evaluated which showed the peak hour, four-hour, and eight-hour signal warrants are met, therefore a traffic signal was evaluated. ■ Signalization of this intersection in a typical 3x3 intersection would mitigate is to operate acceptably. However, beginning this summer ITD plans to begin construct local access roads along McMillan Road (including McDermott Road) to provide property access, in order to then construct the SH-16 extension south of US 20- 26. With the planned and funded SH-16 construction, McDermott Road will be disconnected from US-20-26, which will reduce volumes on the north and south approaches to the McDermott Road / McMillan Road intersection. As ITD has funded plans to make fundamental changes to the McDermott Road / McMillan Road intersection with the funded SH-16 project, signalization is not recommended. o Black Cat Road/ McMillan Road ■ As under existing and 2025 background traffic conditions, mitigation is needed at the intersection of Black Cat Road / McMillan Road to operate within ACHD standards. ■ Per ACHD policy, signal warrants were evaluated which showed the peak hour, four hour and eight-hour volume-based MUTCD signal warrants are met under total traffic 2025 volume conditions in both the before and after SH-16 scenarios. ■ An interim traffic signal or the planned multilane roundabout would meet ACHD operating standards in the before SH-16 scenario. In the after SH-16 scenario,the roundabout critical westbound approach is forecast to operate with a v/c of 0.91, exceeding ACHD roundabout v/c standard of<_ 0.85, but meeting the lane group standard of a traffic signal. It is anticipated that the ACHD roundabout design team will further refine roundabout lane configuration needs considering the design life future volumes of the intersection. o Ten Mile Road/ McMillan Road ■ In both the before and after SH-16 scenarios, the overall intersection operates with an acceptable LOS and with capacity but exceeds ACHD's v/c=0.90 standard during the school PM peak hour. Under both scenarios, all lane groups operate within capacity. ■ The current configuration of this intersection, which includes left and right turn lanes on all approaches, reflects ACHD's planned ultimate configuration as IZA 114 Kittelson&Associates,Inc. I� Cole Valley Christian School TIS July 2022 Conclusions and Recommendations specified in the CIP for McMillan Road and Ten Mile Road. Therefore, since the intersection operates at an acceptable LOS and all lane groups all operate within capacity, no further mitigation was explored. o Star Road /McMillan Road ■ This intersection was recently signalized and meets ACHD operating standards under total traffic conditions, however with the Cole Valley Christian School campus in place,there is an increase in southbound left and westbound right AM peak hour volumes that increases the length of the southbound left-turn queues ■ The current intersection configuration provides the minimum 100 feet of storage for the southbound left-turn movement. If no other intersection widening occurs, it is recommended that the southbound left-turn lane storage be extended to provide 575 feet of storage, which may necessitate widening of Star Road. Alternatively, if a westbound right-turn lane was added to the intersection to provide at least 100 feet of storage, the southbound left-turn storage needs would reduce to 300 feet. It is recommended that the development team and ACHD further coordinate on the preferred configuration of the intersection. o Owyhee Storm Avenue/ McMillan Road ■ Though the recently signalized intersection can meet ACHD operating standards under future conditions, assuming the planned extension of Owyhee Storm Avenue north of McMillan Road, the addition of a fourth leg changes the westbound left-turn storage needs of the intersection. ■ If the next phase of the Gander Creek development does not first widen McMillan Road to three lanes from Ersatz Place (Glassford Avenue) to Owyhee Storm Avenue, directly facilitating extension of the westbound left-turn lane striped storage, the westbound left-turn lane should be extended to provide 275 feet of storage. • The Cole Valley Christian School development is not anticipated to add any site trips to the westbound left-turn movement. • Though four segments of McMillan Road and the Owyhee Storm Avenue segment are forecast to have peak hour, peak directional volumes exceeding ACHD segment standards, the applicable school peak shoulder hour analyses showed all study roadway segments operate within the ACHD volume thresholds during the school shoulder hours.Therefore, in accordance with ACHD policy, alternative mitigations were explored: o Construction of continuous sidewalk or shared use path, widened shoulders and/or bicycle lanes on Owyhee Storm Avenue from McMillan Road to the northern limit of roadway construction IZA 115 Kittelson&Associates,Inc. Cole Valley Christian School TIS July 2022 Conclusions and Recommendations o Construction of Ersatz Place to Collector roadway standards, including continuous sidewalk or shared use path from McMillan Road to the northern limit of the Cole Valley Christian School site o Right-of-way permitting, construction of continuous sidewalk along the north side of McMillan Road, from Owyhee Storm Avenue to Ersatz Place (Glassford Avenue) o Right-of-way permitting, widening of McMillian Road to provide safety shoulders • Analyses of an interim, near-term access scenario which assumes that Ersatz Place cannot be aligned with Glassford Avenue and, therefore, can only function as a right-in, right-out only stop- controlled access to McMillan Road shows: o Restriction of the left-out movement at Ersatz Place results in the Owyhee Storm Avenue/McMillan Road intersection operating above the ACHD intersection v/c standard during the AM peak hour under the before SH 16 scenario. o Under both the before and after SH-16 scenarios, Owyhee Storm Avenue southbound left-turn queues at the Owyhee Storm Avenue/McMillan Road intersection would extend several hundred feet north on Owyhee Storm Avenue, to even beyond the school access driveway. If Owyhee Storm Avenue were extended to the north with further development in the area, additional conflicting through volumes on Owyhee Storm Avenue would significantly degrade the operations of the now primary site driveway. o The southbound Owyhee Storm Avenue AM and PM peak hour volumes would not meet ACHD 3-lane collector segment volume standards. o Though such a configuration could serve Cole Valley Christian School in the near-term, the configuration would not ensure access longevity for the school, particularly if other properties redevelop and extend Owyhee Storm Avenue to the north. Site Access Evaluation • Access spacing for site access points were evaluated using ACHD's access justification and spacing requirements and found that all three proposed site access driveways meet ACHD policy spacing. • The turn lane analysis using ACHD procedures shows turn lane warrants are met at these locations: o Site Access A/Owyhee Storm Avenue ■ Northbound Right-Turn Lane o Site Access C/ Ersatz Place ■ Northbound Left-Turn Lane o Ersatz Place Road/ McMillan Road ■ Eastbound Left-Turn Lane ■ Westbound Right-Turn Lane o Owyhee Storm Avenue/ McMillan Road • Westbound Right-Turn Lane IZA116 Kittelson&Associates,Inc. l� Cole Valley Christian School TIS July 2022 Conclusions and Recommendations • Sight distance was not evaluated for the planned site access connections to the future roadway extensions since these have yet to be constructed. Sight distance was reviewed along McMillan Road in the general vicinity of the planned extension of Owyhee Storm Avenue and near the planned Ersatz Place connection. Looking east and west along McMillan Road, sight distance exceeds several hundred feet in both directions. Special Considerations for Schools • A school site check list for the development was completed consistent with Idaho Code of Idaho Code 67-6519 (3). The Cole Valley Christian School is unique in its operations as a private school and one where the large majority (if not all) students are driven to and from school by personal vehicle. RECOMMENDATIONS Based on the report's analyses and evaluation findings, the recommendations were developed: • ACHD, ITD and area properties owners should work together to achieve alignment of Ersatz Place with Glassford Avenue, rather than restrict Ersatz Place to right-in, right-out only. As a four- approach intersection,the Ersatz Place/McMillan Road intersection should be signalized to serve the Cole Valley Christian School development. • Though ITD initial plans to construct Ersatz Place as a local access road, Ersatz Place should be built to collector roadway standards if it is to serve as a primary access route to Cole Valley Christian School, and any other parcels that may re-develop north of McMillan Road. • With the SH-16 project rebuilding the US 20-26/SH-16 (McDermott Road) intersection, the coordination and timing parameters of the adjacent arterial traffic signals, such as Black Cat Road / US 20-26, should be revisited. It is recommended that with the implementation of the SH-16 project, ACHD and ITD work together to operate in a way to facilitate all movements operating within capacity. • If the SH-16 project does not re-construction the McMillan Road / McDermott Road intersection prior to the opening of Cole Valley Christian School campus, an interim traffic signal should be provided. IZA 117 Kittelson&Associates,Inc. l� Cole Valley Christian School TIS July 2022 Conclusions and Recommendations • If ACHD's planned construction of a multi-lane roundabout at the Black Cat Road/McMillan Road intersection is not complete prior to the opening of Cole Valley Christian School campus, an interim traffic signal should be considered. • ACHD and the development team should further coordinate to determine the preferred Star Road / McMillan Road intersection widening/turn lane storage extension. • Given McMillan Road does not meet ACHD roadway segment LOS standards during the school peak hours, but does during the shoulder hours, alterative mitigations for McMillian Road should be implemented such as: o Construction of continuous sidewalk or shared use path, widened shoulders and/or bicycle lanes on Owyhee Storm Avenue from McMillan Road to the northern limit of roadway construction o Construction of Ersatz Place to Collector roadway standards, including continuous sidewalk or shared use path from McMillan Road to the northern limit of the Cole Valley Christian School site o Right-of-way permitting, construction of continuous sidewalk along the north side of McMillan Road, from Owyhee Storm Avenue to Ersatz Place (Glassford Avenue) o Right-of-way permitting, widening of McMillian Road to provide safety shoulders • If the next phase of the Gander Creek development does not first widen McMillan Road to three lanes from Ersatz Place (Glassford Avenue) to Owyhee Storm Avenue, directly facilitating extension of the westbound left-turn lane striped storage, the westbound left-turn lane should be extended to provide 27S feet of storage. o The Cole Valley Christian School development is not anticipated to add any site trips to the westbound left-turn movement. • Construct all site accesses to the development with the following designations: ■ Provide sidewalk connections from the public roadways at site driveways and connect sidewalks onto the school site ■ Site driveways with access to public streets should provide sufficient stacking distance for four vehicles (100 feet) to ensure acceptable operation and accommodate larger vehicles, including utility service and delivery vehicles. ■ Site accesses are assumed to match the existing grade of the connected roadway at the intersection and back at least one car length.Significant changes to the approach grade could impact the sight distances. ■ Shrubbery, weeds, and landscaping near the internal intersections and site access points should be maintained to ensure adequate sight distance. IZA118 Kittelson&Associates,Inc. N Section 5 References Cole Valley Christian School July 2022 References REFERENCES 1. Idaho Transportation Department. IDAPA 39.03.43. Rules Governing Highway Right-of-Way Encroachment Rights-of-Way. 2014. 2. Ada County Highway District. Policy Manual Section 7106. December 12, 2018. 3. Transportation Research Board. Highway Capacity Manual, 61h Edition. April 2016. 4. Ada County Highway District.ACHD 2016 Capital Improvements Plan. Amended November 14, 2018. 5. Transportation Research Board. Highway Capacity Manual 2000. 2000. 6. Federal Highway Administration. Manual on Uniform Traffic Control Devices, 2009 Edition, Washington D.C.,June 2012. 7. Community Planning Association of Southwest Idaho. 2040 Functional Classification Map for Ada County and Canyon County. Approved January 28, 2013. Map background updated July 2019. 8. Ada County Highway District.Ada County Master Street Map. Amended May 16, 2018. 9. Ada County Highway District. Integrated Five Year Work Plan. January 2022. 10. City of Meridian.Zoning Map. https://meridiancity.org/planning/files/ZoningMap.pdf 11. City of Merdian. Future Land Use Map. https://gis.meridiancity.org/portal/apps/Publicinformation/index.html?appid=005c965dd31047 70a8740628ccO33493 IZALE 120 Kittelson&Associates,Inc. Appendix A Proposed Scope of Work Memorandum and Follow-Up Coordination Claire Dougherty From: Mindy Wallace <Mwallace@achdidaho.org> Sent: Tuesday, March 15, 2022 1:39 PM To: Claire Dougherty; Paige Bankhead Cc: Sonia Daleiden;Amber Van Ocker; Sean Conner; Becca Hoffman Subject: RE: [EXTERNAL] RE: Ersatz PI/McMillan Rd Intersection Coordination Meeting Request Hi Claire, I am comfortable you with proceeding with this approach except for the left in under the interim access scenario presented below. This should be evaluated as right-in/right-out only. Mindy Mindy Wallace,AICP Planning Review Supervisor Development Services 208-387-6178 From: Claire Dougherty<cdougherty@kittelson.com> Sent: Monday, March 14, 2022 4:22 PM To: Mindy Wallace<Mwallace@achdidaho.org>; Paige Bankhead <pbankhead@achdidaho.org> Cc:Sonia Daleiden <sdaleiden@kittelson.com>;Amber Van Ocker<Amber@lkvarchitects.com>; Sean Conner <sean@thelandgroupinc.com>; Becca Hoffman <rhoffman@kittelson.com> Subject: RE: [EXTERNAL] RE: Ersatz PI/McMillan Rd Intersection Coordination Meeting Request CAUTION:This email originated from outside your organization. Exercise caution when opening attachments or clicking links, especially from unknown senders. Hello Mindy and Paige— Following up with both of you directly to inquire if you heard have from ITD regarding the ROW acquisition from the property that could allow for the alignment of Ersatz Road with Glassford Avenue? Understanding that it may take time to coordinate an ultimate re-alignment of Ersatz Place, and that the construction and signalization of Ersatz Place in the alignment currently planned by ITD is a non-starter from an access spacing perspective in the long-term,we'd like to propose the following approach in order to finalize and submit the Cole Valley Christian School TIS as soon as possible: ■ Our total traffic analyses will reflect the preferred ultimate re-alignment of Ersatz Place to form a 4- approach intersection with Glassford Avenue. We'll report the operations, traffic control needs and will include discussion on the near-term implementation challenges (ROW) ■ We'll then present an interim, alternative access solution for Cole Valley Christian School in which Ersatz Place, in the current proposed alignment offset from Glassford Avenue,functions as a Right-in, Right- s out, Left-in stop-controlled access to McMillan Road, documenting the traffic control needs and discussion the impacts in this scenario Please let us know if this proposed approach is acceptable in order for us to finalize the TIS analyses/report, or if it would be preferable to have a small group meeting to discuss workable alternative interim access scenarios. Best, Claire Dougherty, PE Senior Engineer Kittelson &Associates, Inc. Transportation Engineering/Planning 907.433.8107 (direct) 206.607.7780(cell) Licensed in AK, ID and WA From: Claire Dougherty Sent: Monday, March 7, 2022 7:57 AM To: Merrill Sharp<Merrill.Sharp@itd.idaho.gov>; Mindy Wallace<Mwallace@achdidaho.org>; Paige Bankhead <pbankhead@achdidaho.org> Cc:Sonia Daleiden <sdaleiden@kittelson.com>;Amber Van Ocker<amber@lkvarchitects.com>; Sean Conner <sean@thelandgroupinc.com>; Regan Hansen <Regan.Hansen@itd.idaho.gov>; Rusty Leahy<Rusty.Leahy@deainc.com> Subject: RE: [EXTERNAL] RE: Ersatz PI/McMillan Rd Intersection Coordination Meeting Request Good Morning, Mindy and Merrill- Following up to inquire if there has been a resolution identified for the Ersatz Place and Gander Creek access(Glassford Avenue) misalignment, particularly as it related to the long-term access for the re-developing properties north of McMillan Road? Understanding it's a complicated issue and may take more time to fully resolve, is there any specific Ersatz Place access assumption direction that can be provided for the Cole Valley Christian School development, in order for us to complete the Traffic Impact Study? Thank you for the help. Claire From: Merrill Sharp<Merrill.Sharp@itd.idaho.gov> Sent: Wednesday, February 16, 2022 7:34 AM To: Claire Dougherty<cdougherty@kittelson.com>; Mindy Wallace<Mwallace@achdidaho.org>; Paige Bankhead <pbankhead@achdidaho.org> Cc:Sonia Daleiden <sdaleiden@kittelson.com>;Amber Van Ocker<amber@lkvarchitects.com>; Sean Conner <sean@thelandgroupinc.com>; Regan Hansen <Regan.Hansen@itd.idaho.gov> Subject: RE: [EXTERNAL] RE: Ersatz PI/McMillan Rd Intersection Coordination Meeting Request Claire, I'm available at 10am on the 171" and 11am on the 23rd. Could you invite Rusty Leahy to this meeting too? he is our consultant on SH-16 and could have some good in site too. I've cc'd him on this email. 2 Thank eelcocill ffiza y Project Manager-Bonding Office Idaho Transportation Dept. 208-334-4420 From: Claire Dougherty<cdougherty@kittelson.com> Sent:Tuesday, February 15, 2022 11:33 AM To: Mindy Wallace<Mwallace@achdidaho.org>; Paige Bankhead <pbankhead@achdidaho.org>; Merrill Sharp <Merrill.Sharp@itd.idaho.gov> Cc:Sonia Daleiden <sdaleiden@kittelson.com>;Amber Van Ocker<amber@lkvarchitects.com>; Sean Conner <sean@thelandgroupinc.com>; Regan Hansen <Regan.Hansen@itd.idaho.gov> Subject: [EXTERNAL] RE: Ersatz PI/McMillan Rd Intersection Coordination Meeting Request ---This email is from an external sender. Be cautious and DO NOT open links or attachments if the sender is unknown. --- Hi all - Following up on this chain to see if ACHD and Merrill are available to discuss the Ersatz PI/McMillan Rd Intersection at any of the below listed times? • This Thursday, February 171h at 10 AM, or • Wednesday, February 23rd at 9 AM, 10 AM, or 11 AM The purpose of the meeting would be to the traffic control needs and alignment of the Ersatz Place/McMillan Road intersection. From our understanding, ITD is moving forward with ROW acquisition for Ersatz Place as part of the SH-16 project, with a 3-approach, southbound stop-controlled intersection planned. Our initial Cole Valley Christian School TIS findings show that with the school project in place,the Ersatz PI/McMillan Rd intersection would need to be signalized to meet ACHD operating standards and the peak hour signal warrant is met. However, there are two challenges with potentially signalizing the Ersatz PI/McMillan Rd intersection: • The Gander Creek development access that was recently constructed is offset approximately 80 feet east from the Ersatz PI/McMillan Rd intersection • The intersection, located approximately 1300 east of the Owyhee Storm Avenue/McMillan Rd intersection, does not meet ACHD preferred half-mile signalized intersection spacing If necessary,we can look for alternative times to meet on Thursday or Friday February 24tn/25tn Thank you! Claire Dougherty, PE Senior Engineer Kittelson &Associates, Inc. Transportation Engineering/Planning 907.433.8107 (direct) 206.607.7780(cell) Licensed in AK, ID and WA From: Claire Dougherty Sent: Friday, February 11, 2022 9:56 AM To: Mindy Wallace<Mwallace@achdidaho.org>; Paige Bankhead <pbankhead@achdidaho.org>; 3 Regan.Hansen@itd.idaho.gov; merrill.sharp@itd.idaho.gov Cc:Sonia Daleiden <sdaleiden@kittelson.com>;Amber Van Ocker<amber@lkvarchitects.com>; Sean Conner <sean@thelandgroupinc.com> Subject: RE: Ersatz PI/McMillan Rd Intersection Coordination Meeting Request Hi Mindy, Of course—Attached is the Cole Valley Christian School site plan, as well as the ITD provided Ersatz Place design from last fall. I believe Ersatz Place has previously been identified at Adriatic Avenue as well. From ITD coordination last fall (attached for reference),the ITD planned road is 50' wide on the east side of the 1/16 line of section 29 T4N, R 1W. Claire Dougherty, PE Senior Engineer Kittelson &Associates. Inc. Transportation Engineering/Planning 907.433.8107 (direct) 206.607.7780(cell) Licensed in AK, ID and WA From: Mindy Wallace<Mwallace@achdidaho.org> Sent: Friday, February 11, 2022 9:51 AM To: Claire Dougherty<cdougherty@kittelson.com>; Paige Bankhead <pbankhead@achdidaho.org>; Regan.Hansen@itd.idaho.gov; merrill.sharp@itd.idaho.gov Cc:Sonia Daleiden<sdaleiden@kittelson.com>;Amber Van Ocker<amber@lkvarchitects.com>; Sean Conner <sean@thelandgroupinc.com> Subject: RE: Ersatz PI/McMillan Rd Intersection Coordination Meeting Request Hi Claire, Could you please provide a site plan or more information? I am not sure where Ersatz Place is. It does not show up on ACHD's mapping system. Mindy Mindy Wallace,AICP Planning Review Supervisor Development Services 208-387-6178 From: Claire Dougherty<cdougherty@kittelson.com> Sent: Friday, February 11, 2022 10:53 AM To: Mindy Wallace<Mwallace@achdidaho.org>; Paige Bankhead <pbankhead@achdidaho.org>; Regan.Hansen@itd.idaho.gov; merrill.sharp@itd.idaho.gov Cc:Sonia Daleiden <sdaleiden@kittelson.com>;Amber Van Ocker<amber@lkvarchitects.com>; Sean Conner 4 <sean@theIandgroupinc.com> Subject: Ersatz PI/McMillan Rd Intersection Coordination Meeting Request CAUTION:This email originated from outside your organization. Exercise caution when opening attachments or clicking links, especially from unknown senders. Hello Mindy, Paige, Regan and Merrill, I am reaching out on behalf of the Cole Valley Christian School development team to request a coordination meeting in the next few weeks to discuss the traffic control needs and alignment of the Ersatz Place/McMillan Road intersection. Please let me know if any of the below listed date/time combos would work for your schedules, and from that information I will follow up with a Teams meeting invitation and more detailed discussion agenda. • Thursday, February 17t" at 10 AM • Wednesday, February 23rd at 9 AM, 10 AM, or 11 AM Thank you! Claire Dougherty, PE Senior Engineer Kittelson &Associates, Inc. Transportation Engineering/Planning 907.433.8107 (direct) 206.607.7780(cell) Licensed in AK, ID and WA 5 Claire Dougherty From: Paige Bankhead <pbankhead@achdidaho.org> Sent: Friday, September 24, 2021 9:53 AM To: Claire Dougherty; Mindy Wallace; Regan.Hansen@itd.idaho.gov Cc: Sonia Daleiden; Rebecca Hoffman; Sarah.Arjona@itd.idaho.gov;Amber Van Ocker (amber@Ikvarchitects.com); Sean Conner Subject: RE: Cole Valley Christian School TIS - Pre-Scoping Outline Hi Claire, We only have one comment: • Please remove the assumption that McMillan Road/Black Cat Road will be signalized and do not assume improvements at this intersection. There are some changes to our improvements in the IFYWP for that intersection and it would be best not to assume those improvements in this study due to some uncertainties. Otherwise,the scoping memo is acceptable. Thanks! Paige Bankhead, E.I. Assistant Traffic Engineer Ada County Highway District Development Services 1301 N. Orchard St. Ste. 200 Phone: (208) 387-6293 1* �� 4 +�. {ra r�r�W €f��n �N#az�f• From: Claire Dougherty<cdougherty@kittelson.com> Sent:Thursday, September 16, 2021 1:47 PM To: Paige Bankhead <pbankhead@achdidaho.org>; Mindy Wallace<Mwallace@achdidaho.org>; Regan.Hansen@itd.idaho.gov Cc:Sonia Daleiden <sdaleiden@kittelson.com>; Rebecca Hoffman <rhoffman@kittelson.com>; Sarah.Arjona@itd.idaho.gov;Amber Van Ocker(amber@lkvarchitects.com)<amber@lkvarchitects.com>; Sean Conner <sean@thelandgroupinc.com> Subject: RE: Cole Valley Christian School TIS- Pre-Scoping Outline Importance: High CAUTION:This email originated from outside your organization. Exercise caution when opening attachments or clicking links, especially from unknown senders. i Paige, Mindy and Regan, good afternoon - Attached for your review is the formal scoping memorandum prepared for the Cole Valley Christian School TIS, incorporating agency feedback received to date. Based on the limited availability of counts in the area less than a year old, and since none of the previously collected turning movement counts were conducted since the opening of Owyhee Highschool, we were planning on collecting new counts in early October,though the ACHD RITA map as of this week is showing a tentative closure of McDermott Road from McMillan Road to Ustick Road through October. We'll continue to monitor the planned area construction closures prior to collecting counts, but respectively request agency confirmation on the study intersection and segments by September 27t" such that we can proceed with count collection in early October should there be a change to the construction schedule. Thank you all for your guidance getting to this point, please let us know if there are any questions or comments. Best, Claire Dougherty, PE Senior Engineer Kittelson &Associates. Inc. Transportation Engineering/Planning 907.433.8107 (direct) 206.607.7780(cell) From: Paige Bankhead <pbankhead@achdidaho.org> Sent:Tuesday, August 31, 2021 1:04 PM To: Claire Dougherty<cdougherty@kittelson.com>; Mindy Wallace<Mwallace@achdidaho.org>; Regan.Hansen@itd.idaho.gov Cc:Sonia Daleiden<sdaleiden@kittelson.com>; Rebecca Hoffman <rhoffman@kittelson.com>; Sarah.Ariona@itd.idaho.gov;Amber Van Ocker(amber@lkvarchitects.com)<amber@lkvarchitects.com>; Sean Conner <sean@thelandgroupinc.com> Subject: RE: Cole Valley Christian School TIS- Pre-Scoping Outline Hi Claire, Thanks for following up. I discussed this with Mindy and we have the following comments: • We support the proposed trip generation and trip distribution. • Please evaluate 2 scenarios, one pre SH-16 and one post SH-16. • We would like the following included in the study, in addition to what you have proposed, and based on the trip distribution: Roadway Segments o McMillan Road—from the site to McDermott Road ■ To Black Cat Road ■ To Ten Mile Road o Ustick Road from the site to McDermott Road ■ To Black Cat Road ■ To Ten Mile Road o Black Cat Road from Chinden Blvd to McMillan Road 2 ■ To Ustick Road o Owyhee Storm -after SH-16 extension ■ Ustick to McMillan Intersections o McMillan Road/Star Road o McMillan/Owyhee Storm o McMillan Road/ Black Cat Road o McMillan Road/Ten Mile Road o McMillan Road/McDermott Road—Pre SH-16 extension only o Ustick Road/Black Cat Road o Ustick Road/McDermott Road - pre SH-16 extension only o Black Cat Road/Chinden Boulevard o Rustic Oak/McMillan Road roundabout The traffic counts can be found on our website.The roadwork in the area map can be found here: https://www.achdidaho.org/Departments/PR/Rita.aspx We request that counts be collected at Owyhee Storm/McMillan Road when it is in full use.This is an important intersection to have accurate counts and information. New counts for intersections and road segments should be collected if the existing counts are older than one year. If you think there are some intersections or road segments that you will need to use historical counts and grow them based on construction, please provide this list in the scoping memo for us to evaluate. Please let me know if you have any questions. Kind Regards, Paige Bankhead, E.I. Assistant Traffic Engineer Ada County Highway District Development Services 1301 N. Orchard St. Ste. 200 Phone: (208) 387-6293 AC H12 or IMPIlLp- From: Claire Dougherty<cdougherty@kittelson.com> Sent: Monday,August 30, 2021 6:16 PM To: Mindy Wallace<Mwallace@achdidaho.org>; Paige Bankhead <pbankhead@achdidaho.org>; Regan.Hansen@itd.idaho.gov Cc:Sonia Daleiden <sdaleiden@kittelson.com>; Rebecca Hoffman <rhoffman@kittelson.com>; Sarah.Ariona@itd.idaho.gov;Amber Van Ocker(amber@lkvarchitects.com)<amber@lkvarchitects.com>; Sean Conner <sean@thelandgroupinc.com> Subject: RE: Cole Valley Christian School TIS- Pre-Scoping Outline 3 CAUTION:This email originated from outside your organization. Exercise caution when opening attachments or clicking links, especially from unknown senders. Hi Mindy, Following up on the pre-applicating meeting discussions week before last, I'm checking in to see if ACHD has any feedback on the preferred trip generation approach and TIS study area considering the anticipated Cole Valley Christian School trip distribution? Additionally, were you able find out any information on the planned construction schedules for the remaining roadway improvements in the area or find any historical traffic counts in the area? Thank you for your help—we hope to submit the formal scoping memo in the near-term. Best, Claire Dougherty, PE Senior Engineer Kittelson &Associates, Inc. Transportation Engineering/Planning 907.433.8107 (direct) 206.607.7780(cell) From: Claire Dougherty Sent:Thursday,August 12, 20219:52 AM To: Mindy Wallace<Mwallace@achdidaho.org>; Paige Bankhead <pbankhead@achdidaho.org>; Regan.Hansen@itd.idaho.gov Cc:Sonia Daleiden <sdaleiden@kittelson.com>; Rebecca Hoffman <rhoffman@kittelson.com>; Sarah.Ariona@itd.idaho.gov;Amber Van Ocker(amber@lkvarchitects.com)<amber@lkvarchitects.com>; Sean Conner <sean@thelandgroupinc.com> Subject: RE: Cole Valley Christian School TIS- Pre-Scoping Outline Mindy-Thank you for the feedback last week. Trip Generation As request, attached is data summary for the observed existing Cole Valley Christian School locations -as noted,the observed daily rate at the pre K through Elementary is lower than ITE, but the school AM and PM peak rates are higher. We'd understand carrying forward the proposed composite trip generation estimate, or a strictly ITE based estimate, if preferred. Let me know if you'd also like to see the supporting count sheets (it's 50+ pages). Traffic Counts Given the on-going construction and road closures in immediate vicinity for the next several months, and considering the development teams intent for this traffic study to be complete this fall, we'd propose using historical traffic counts, grown by a 2%compound annual growth rate to represent existing 2021 conditions. Based on the initial COMPASS modeling for the site,the following study intersections were requested: • Owyhee Storm Avenue/McMillan Road • McMillan Road from Star Road to Owyhee Storm Avenue • Trips to the US-20/26/Star Rd intersection 4 Considering the estimated trip distribution pattern based on student zip code data (re-attached for reference), does ACHD or ITD have any additional feedback on study intersections and roadway segments? Background 2025 Volumes • We will review the actual school boundary documentation for Owyhee HS, and will plan to incorporate an in- process trip assignment for Owyhee HS based on the actual boundary, rather than the trip assignment shown in the TIS • Understanding Gander Creek may already be accounted for in the COMPASS modeling, we'd recommend explicitly including in-process trips from the Gander Creek development, in order to have realistic background turning movement volumes at the future Owyhee Storm Avenue/McMillan Road intersection Best, Claire Dougherty, PE Senior Engineer Kittelson &Associates. Inc. Transportation Engineering/Planning 907.433.8107 (direct) 206.607.7780(cell) From: Mindy Wallace<Mwallace@achdidaho.org> Sent: Wednesday,August 4, 2021 11:22 AM To: Claire Dougherty<cdougherty@kittelson.com>; Paige Bankhead <pbankhead@achdidaho.org>; Regan.Hansen@itd.idaho.gov Cc:Sonia Daleiden <sdaleiden@kittelson.com>; Rebecca Hoffman <rhoffman@kittelson.com>; Sarah.Arlona@itd.idaho.gov;Amber Van Ocker(amber@lkvarchitects.com)<amber@lkvarchitects.com>; Sean Conner <sean@thelandgroupinc.com> Subject: RE: Cole Valley Christian School TIS- Pre-Scoping Outline Hi Claire, Can you please provide the data that was used in used in determining the custom trip rate that you have proposed for the Custom Pre-K-Elementary trips? The proposed trip rate is significantly lower than what ITE estimates, and we would like to review everything before we agree to a modification of our policy standards. ACHD has concerns regarding school am and pm peak hour traffic and how this site's traffic will interact/impact the Owyhee High School traffic. The anticipated school boundary used in the Owyhee High School TIS is significantly different than the boundary that was approved by the WASD and that will be implanted this fall. Because of this ACHD has had to accelerate the installation on interim improvements at intersections to try to facility the anticipated high school traffic. The TIS for Cole Valley should include the actual school boundary for Owyhee HS and not what is in the TIS. ACHD will not be supporting site access B. This site will have frontage on 2 lesser classified streets we have concerns regarding all of the school traffic as noted above. Additionally,this is a green site with little or no constraints and should be able to be designed meeting ACHD's policies and standards. Please do not include Gander Creek or Moorhouse Villa as in-process developments. These have been entitled for 3 to 5 years and would be included in the COMPASS Model. Please let me know if you have any questions. 5 Mindy Mindy Wallace,AICP Planning Review Supervisor Development Services 208-387-6178 From: Claire Dougherty<cdougherty@kittelson.com> Sent:Thursday,July 29, 2021 5:33 PM To: Paige Bankhead <pbankhead@achdidaho.org>; Regan.Hansen@itd.idaho.gov Cc:Sonia Daleiden <sdaleiden@kittelson.com>; Rebecca Hoffman <rhoffman@kittelson.com>; Mindy Wallace <Mwallace@achdidaho.org>; Sarah.Ariona@itd.idaho.gov Subject: Cole Valley Christian School TIS- Pre-Scoping Outline CAUTION:This email originated from outside your organization. Exercise caution when opening attachments or clicking links, especially from unknown senders. Hello Paige and Regan, I'm reach out as a follow-up to the initial COMPASS coordination email earlier this month regarding the proposed Cole Valley Christian School campus,to be located in the northeast quadrant of the Owyhee Storm Avenue/McMillan Road intersection. Before formally submitting a scoping memorandum, I wanted to send along this outline to preview our proposed TIS analysis approach, considering the uniqueness of the proposed private school development, and the numerous other developments and roadway projects planned in the vicinity. We respectfully request that ACHD and ITD confirm if the below approach is amenable, and, considering the information presented, confirm the appropriate scope of analysis for the forthcoming TIS. Trip Generation Approach Cole Valley Christian School currently has two separate primary and secondary campuses, which the administration plans to combine into a singular, expanded pre-K- 12 private school campus with very limited, if any, bus service.The new campus,to be located in the northeast quadrant of the Owyhee Storm Avenue/McMillan Road intersection, is currently planned to serve 1825 students,with an anticipated opening year of 2025. In order to estimate the trip generation potential for the proposed campus,we first prepared an ITE based trip generation estimate (Table 1). Table 1. ITE Trip Generation Estimate I Size School AM Peak School LOA A ITIE Code (Students) In Out Total Private School ('K-12) 536 1825 4526 1479 903 576 1059 4 6 Additionally, we collected counts at both existing Cole Valley Christian School campuses back in May. Unfortunately, there were year-end events at the secondary campus on the days counts were collected,which was very evident in the resulting trip rates.Therefore, we've put together a composite trip generation estimate, which uses the observed Cole Valley Christan primary school trip rate for the planned pre-K and elementary students, and the ITE rates for Private School K-12 for the planned middle and high school students, as summarized in Table 2. We'd propose to carry forward the trip generation shown below for the TIS. Table 2. Proposed Trip Generation Estimate Size Schom Code IStudentsl Daffy Total In Out Total Custom Pre-K-Elementary - 850 1714 824 434 390 630 r Private School (K-12) 536 975 2418 790 482 308 566 r 1825 4132 1614 916 698 1196 E Trip Distribution Estimate We anticipate that the proposed private school campus, not having distinct boundaries defining the geographic distribution of students such as a public school would, will experience a unique trip distribution. We've prepared the attached PDF which details the proposed trip distribution based on the existing Cole Valley Christian School student base zip code data and considering the planned 2025 roadway network. • 5%to the North via Star Rd • 15%to the North via SH-16 • 5%to the West via US 20/26 • 5%to the West via McMillan Road • 25%to the South via the future SH-16 extension • 15%to the East via Ustick Road • 20%to the East via McMillan Road • 10%to the East via US 20-26 Background 2025 Volume Development As Owyhee Storm Ave/McMillan Rd with be a key study intersection, we'd propose to explicitly add in-process development trips for the immediately adjacent developments to have a best estimate of background turning movements at the Owyhee Storm Avenue/McMillan Road intersection, in combination with a 2%compound annual growth rate along study roadways to represent regional growth from other further out known developments. Developments that we'd include explicit in-process trips for would be: • Owyhee Storm High School • Gander Creek • Moorhouse Villa Subdivision o This was not a Kittelson traffic study—would it be possible to receive this traffic study for review? Please let us know if there any questions or concerns with the approach outlined above. Thank you! Claire Dougherty, PE Senior Engineer Kittelson &Associates, Inc. Transportation Engineering/Planning 907.433.8107 (direct) 206.607.7780(cell) 7 8 Claire Dougherty From: Regan Hansen <Regan.Hansen@itd.idaho.gov> Sent: Friday, September 24, 2021 12:24 PM To: Claire Dougherty; Paige Bankhead; Mindy Wallace Cc: Sonia Daleiden; Rebecca Hoffman; Sarah Arjona;Amber Van Ocker (amber@Ikvarchitects.com); Sean Conner Subject: RE: [EXTERNAL] RE: Cole Valley Christian School TIS - Pre-Scoping Outline Hi Claire, No, we do not have any additional comments. Thank you, Regan Hansen, P.E. Traffic Signal Engineer District 3 Traffic Section Idaho Transportation Department P: 208-332-7170 1 E: Regan.Hansen@itd.idaho.gov YOUR s ■ Opportunity From: Claire Dougherty<cdougherty@kittelson.com> Sent: Friday, September 24, 2021 12:08 PM To: Paige Bankhead <pbankhead@achdidaho.org>; Mindy Wallace<Mwallace@achdidaho.org>; Regan Hansen <Regan.Hansen@itd.idaho.gov> Cc:Sonia Daleiden <sdaleiden@kittelson.com>; Rebecca Hoffman <rhoffman@kittelson.com>; Sarah Arjona <Sarah.Arjona@itd.idaho.gov>; Amber Van Ocker(amber@lkvarchitects.com)<amber@lkvarchitects.com>; Sean Conner<sean@thelandgroupinc.com> Subject: [EXTERNAL] RE: Cole Valley Christian School TIS- Pre-Scoping Outline --- This email is from an external sender. Be cautious and DO NOT open links or attachments if the sender is unknown. --- Thank you for the comment, Paige—we'll adjust our assumptions according. Regan, does ITD have any additional comments for incorporation into the Cole Valley Christian School TIS? Best, Claire Dougherty, PE Senior Engineer Kittelson &Associates. Inc. Transportation Engineering/Planning 907.433.8107 (direct) 206.607.7780(cell) 1 1KK I TT E LS O N 101 S CAPITOL BOULEVARD,SUITE 301 & ASSOCIATES P0ISE 208.3 82 6832 F 208.338.2685 MEMORANDUM Date: September 16, 2021 Project#:26392 To: Mindy Wallace and Paige Bankhead, ACHD; Regan Hansen, ITD CC: Amber Can Ocker,AIA NCARM, LKV Architects From: Sonia Daleiden, PE PTOE and Claire Dougherty, PE Project: Cole Valley Christian School— Meridian, Idaho Subject: Proposed Scope of Work for the Transportation Impact Study This memorandum documents the scope and study assumptions for the traffic impact study (TIS) for the proposed Cole Valley Christian School development near Meridian, Idaho. The information presented in this memorandum was developed based on conversations with LKV Architects (project architect), Cole Valley Christian Schools (CVCS) officials, Ada County Highway District (ACHD), Idaho Transportation Department (ITD), and our knowledge and understanding of ACHD's TIS requirements. This memorandum addresses the following items: ■ Project Description ■ Study Time Periods ■ Trip Generation ■ Background Assumptions ■ Trip Distribution ■ Access Evaluation ■ Study Scenarios ■ Idaho Code 67-6510(3) School- ■ Study Roadways & Intersections Specific Requirements PROJECT DESCRIPTION Cole Valley Christian Schools is proposing to build a new pre-K through 12 school campus that will be located on McMillan Road approximately one-half mile west of the McMillan Road/McDermott Road intersection in Meridian, Idaho. This new school location is intended to combine and replace the existing Elementary and Secondary campuses located in Boise and Meridian, respectively. Figure 1 illustrates the site vicinity map.The proposed school is planned to serve approximately 1,825 students and is anticipated to open for the 2025 school year. FILENAME.•H.126126392-COLE VALLEY CHRISTIAN SCHOOL IREPORTISCOPING126392 COLE VALLEY CHRISTIANSCHOOL TIS SCORING MEMO.DOCX Cole 14811ey Christian School Traffic Impact Stuoy septembef2021 16 N SITE-.20-26 55 84 69,. 20 ADA COUNTY a 16 m O US 20/26 (Chinden Blvd 0 Future ACHD Collector --� (Adriatic Ave) \ N Planned ACHD Collector (Owyhee Storm Ave) N SITE CD rc A C : r� r� :-n McMi Ian Road 0 rt 0PI N - flJ m rD CL Future o SH-16 °1 n 3 D � lD LO I'll�91 o Ustick Rd v 0 m t U m U m —- Study Roadway Segment Q�-Study intersection Site Vicinity Figure m 0-Study Access Intersection Ada County, Idaho 1 N N JUFF1KITTELSON &ASSOCIATES Cole Valley Christian School Traffic Impact Study September 2021 I I � i l II I � I � III I ; I I i I I d v W I v_m n 8 I I I I ®® 3 I o I Ag I r.F y 3 g II mj8 � I I I n I K I o J W.McMillan Rd. V Figure UO Cole Valley Christian School Site Plan g Ada County, Idaho 2 IV/'1 KITTELSON N &ASSOCIATES Cole Valley Christian School—Meridian,Idaho Project#:26392 September 2021 Page 4 TRIP GENERATION Given the project's unique nature, traffic count data was collected the existing Cole Valley Christian Elementary and Secondary locations in May 2021 with the intention of developing a custom trip generation estimate for the proposed combined campus. However,the data collected at the Secondary School location included year-end events and was therefore not a reliable representation of typical school generated traffic. Therefore, a composite trip generation estimate, which uses the observed Cole Valley Christan primary school trip rate for the planned pre-K and elementary students (850), and the ITE Trip Generation, 10th Edition published rates Private School(K-12)for the senior students (975) is proposed as detailed in Table 1.Attachment A includes the observed trip generation rates calculation in comparison to ITE published rates, for reference. Table 1: Proposed Trip Generation Estimate =J"OF Size Weekday AM Peak Weekday PM Peak E Code (Students) Daily Total In Out Total In Out Custom Pre-K - 850 1,714 824 434 390 630 284 346 Private 536 975 2,418 790 482 308 566 238 328 School(K-12) Summary - 1,825 4,132 1,614 916 698 1,196 522 674 As shown in Table 1,the Cole Valley Christian School is estimated to generate approximately 4,132 daily trips. Of the daily trips, approximately 1,614 will occur during the weekday school a.m. peak hour (sometime between 7:00 a.m. and 9:00 a.m.), and approximately 1,196 trips will occur during the weekday school p.m. peak hour (sometime between 2:00 p.m. and 4:00 p.m.). Currently, Cole Valley Christian Schools start as early as 8:10 a.m. and dismiss at 3:15 p.m. TRIP DISTRIBUTION COMPASS modeling was requested for the proposed school site, and is included as Attachment B. However,the model generated distribution may not recognize the subtleties of the student base being more much more distributed throughout the region than a typical public school with defined boundaries.Therefore,the estimated distribution of trips for the proposed school was developed using zip code data provided by both current Cole Valley Christian School locations. Cole Valley Christian School plans to provided limited, if any, bussing for students which is accounted for in the trip generation estimate. The data indicated how many current students were living in zip codes around greater Boise area and was used to estimate the most likely routes would be taken to access the proposed school. Figure 3 shows the estimated distribution of site generated trips. Kittelson&Associates,Inc. Boise,Idaho Cole Valley Christian School Traffic Impact Stuoy Sqptembor2021 N L) 15% .f 5% 5% US 20/26 (Chinden Blvd 0� 10% Future ACHD Collector (Adriatic Ave) � � 3 n � s Planned ACHD Collector y (Owyhee Storm Ave) 3 SITE m PIQ Mcmi Ian Road 5% B 0�0 70� 0 7 20% p 00 n ;y C o � � � n m fl- Ln Future J a ON SH-16 Q - � N 3 O D = rD 15% Q Q Ustick Rd a r a 25% m h a o � d � o � y � _ P U - Study Roadway Segment -Studylntersection Proposed Trip Distribution Figure -Study Access Intersection Meridian, Idaho 3 - Proposed Trip Distribution IV/'1 KITTELSON N &ASSOCIATES Cole Valley Christian School—Meridian,Idaho Project#:26392 September 2021 Page 6 STUDY SCENARIOS The following scenarios will be included in the forthcoming TIS: ■ Existing 2021 Conditions ■ Background 2025 Conditions, before SH-16 Extension o Based on conversations with ITD the planned expansion of State Highway (SH)-16 is expected to be aligned adjacent to the proposed school site and include an at-grade intersections at SH-16/Ustick Road and an underpass of McMillan Road.This expansion is funded, and design and right-of-way acquisition are underway with construction planned for 2022-2024. However,ACHD has requested analysis of total traffic scenario assuming the SH-16 extension is not in place,should construction not be complete prior to Cole Valley Christian School opening in 2025. Therefore background before SH-16 volumes will also be developed and analyzed. ■ Background 2025 Conditions, after SH-16 Extension ■ 2025 Total Traffic Conditions with Project, before SH-16 Extension ■ 2025 Total Traffic Conditions with Project, after SH-16 Extension Access Scenarios The analysis will include two access scenarios: one as the ultimate configuration with a connection to the McMillian Road/Owyhee Storm Avenue intersection as a fourth leg of that intersection but no direct access to McMillan Road, and another scenario assuming the need for temporary direct access to McMillian if no connection to the McMillian Road/Owyhee Storm Avenue can be obtained at this time. STUDY ROADWAYS & INTERSECTIONS The identification of the study roadways and intersections to be included in the TIS stems from pre- scoping and pre-application discussions with ACHD and Idaho Transportation Department (ITD) staff, the anticipated trip distribution, a review of the roadway system within the study area, and the impact of additional traffic expected to be generated by the proposed school. Study Roadway Segments ■ McMillan Road o Star Road to Owyhee Storm Avenue o Owyhee Storm Avenue to McDermott Road o McDermott Road to Black Cat Road o Black Cat Road to Ten Mile Road ■ Ustick Road o Owyhee Storm Ave to McDermott Road Kittelson&Associates,Inc. Boise,Idaho Cole Valley Christian School—Meridian,Idaho Project#:26392 September 2021 Page 7 o McDermott Road to Black Cat Road o Black Cat Road to Ten Mile Road ■ Black Cat Road o US 20-26 to McMillan Road o McMillan Road to Ustick Road ■ Owyhee Storm Avenue -After SH-16 Extension Scenario Only. o McMillan Road to Ustick Road Study Intersections 1. Black Cat Road /US 20-26 2. McMillan Road /Star Road 3. McMillan Road /Owyhee Storm Avenue 4. McMillan Road /Adriatic Avenue 5. McMillan Road / McDermott Road - Before SH-16 Extension Scenario Only 6. McMillan Road / Rustic Oak Way 7. McMillan Road / Black Cat Road 8. McMillan Road /Ten Mile Road 9. Ustick Road / McDermott Road - Before SH-16 Extension Scenario Only 10. Ustick Road / Black Cat Road Additionally, site trips through the intersection of US 20-26/Star Road will be tracked and reported for ITD but no intersection operations will be performed. As the adjacent Owyhee High School opened in August 2021 near its anticipated capacity (1430/1800 students), and several of the identified study intersections have recently undergone construction, new traffic counts will be conducted in early October 2021. STUDY TIME PERIODS The study time periods for the intersection and segment analysis were determined based on a review of the school hours for the existing Cole Valley Christian Schools Elementary and Secondary locations. Currently, Cole Valley Christian Schools start as early as 8:10 a.m. and dismiss at 3:15 p.m.The morning peak period for the school trip generations is generally estimated to be approximately 7:30 a.m.to 8:30 a.m. but may vary by up to 15 minutes. Therefore, traffic counts will be taken from 7 AM to 9 AM and the highest hour during that period will be used for the weekday a.m. peak hour exiting traffic conditions. The weekday school p.m. peak hour is anticipated to occur between 2:45 p.m. and 3:45 p.m. based on the expected dismissal time. Since this time period is outside what is generally considered to be the evening peak period for the greater transportation system (4:00-6:00 p.m.),we will evaluate the school during the peak hour that coincides with the expected school dismissal period. Traffic counts will be Kittelson&Associates,Inc. Boise,Idaho Cole Valley Christian School—Meridian,Idaho Project#:26392 September 2021 Page 8 taken during a period from 2:30 p.m. to 4:30 p.m. and the highest peak hour between 2:30 p.m. and 4:30 p.m. will be used for the weekday school p.m. peak hour conditions. This procedure provides the certainty that the school start and dismissal times could shift 15-30 minutes and the analysis will still reflect the peak hour of adjacent street traffic. BACKGROUND ASSUMPTIONS Assumed Growth Rate& Background Development The background traffic analysis identifies how the study area's transportation system will operate in the year the proposed school is expected to be completed (2025). This analysis also includes traffic growth due to other developments within the study area and from general growth in the region but does not include traffic from the proposed Cole Valley Christian School. The proposed traffic growth rate between now and 2025 was estimated based on a review of the growth and development in the area and experience on other projects in Meridian. Generally, the traffic growth on the ACHD roadways in the rural and urbanizing areas have ranged between one and three percent per year (compounded).Therefore, we propose to use a 3 percent per year growth rate on McMillan Road and Ustick Road, and 2 percent on all other roadways to estimate year 2025 background traffic conditions. The 2025 background traffic conditions will also include explicit turning movements for the approved Gander Creek development based on the traffic study completed in 2019 to forecast realistic background condition turning movement volumes at the Owyhee Storm Avenue/McMillan Road intersection. Planned Background Roadway Improvement Projects In addition to ITD's planned construction of the SH-16 extension from US 20/26 to 1-84 previously discussed, ACHD's Capital Improvement Plan (CIP) and ACHD's Integrated Five Year Work Plan (2021- 2025) and only 1 project is planned in the study area between 2021 and 2025: ■ McMillan Road and Black Cat Road Interim Signal o 201559: Installation of an interim traffic signal at the McMillan Road and Black Cat Road intersection in 2022 Though beyond this study horizon, and therefore will not be considered background improvements, it is noted that the following improvements are planned by ACHD in the study area longer term: ■ McMillan Road, Star Road to McDermott Road o RD 2020-0950: Reconstruct/widen to 3 lanes (2036-2040)_ ■ McMillan Road, McDermott Road to Black Cat Road Kittelson&Associates,Inc. Boise,Idaho Cole Valley Christian School—Meridian,Idaho Project#:26392 September 2021 Page 9 o RD 2020-0960: Reconstruct/widen to 3 lanes (2036-2040) ■ Ustick Road, Star Road to McDermott Road o RD2020-1340: Reconstruct/widen to 5 lanes (2026-2030) ■ Ustick Road, McDermott Road to Black Cat Road o RD2020-1350: Reconstruct/widen to 5 lanes (2026-2030) ■ Ustick Road, Black Cat Road to Ten Mile Road o RD2020-1360: Reconstruct/widen to 5 lanes (2026-2030) ■ Star Road, Ustick Road to McMillan Road o RD2020-1190: Reconstruct/widen to 5 lanes (2031-2035) ■ Star Road, McMillan Road to US 20/26 o RD2020-1200: Reconstruct/widen to 5 lanes (2031-2035) ■ Chinden Blvd (US 20/26) and Star Road o IN2020-0260: Traffic Signal (2031-2035) ■ McMillan Road and Star Road o IN2020-0700: Roundabout, Multilane (2031-2035) ■ Ustick Road and Star Road o IN2020-0860: Traffic Signal (2031-2035) The 2025 background and total traffic scenarios will assume the following ultimate improvements constructed in conjunction with Owyhee High School and the Gander Creek developments are in-place: ■ A traffic signal with turn lanes on all approaches at the Owyhee Storm Avenue & Ustick Road intersection ■ A traffic signal with turn lanes on all approaches at the Owyhee Storm Avenue & McDermott Road intersection Access Spacing and Needs For each of the study access location, the following will be reviewed: ■ Access spacing versus ACHD criteria. ■ Whether the proposed accesses meet ACHD criteria for granting additional access. ■ Projected daily traffic demand at buildout for each access location and comparison to the ACHD policy ADT's for that roadway classification. ■ Intersection sight distance for the proposed site access locations on McMillan Road. ■ Collector traffic level versus ACHD policy. TRAFFIC OPERATIONS ANALYSIS TOOLS Synchro 10 will be used to evaluate traffic operations at the signalized and unsignalized study intersections under existing, background and total traffic conditions using Highway Capacity Manual 61" Edition methodologies. Sidra will be used for the analysis of the Rustic Oak Way / McMillan Road Kittelson&Associates,Inc. Boise,Idaho Cole Valley Christian School—Meridian,Idaho Project#:26392 September 2021 Page 10 roundabout, following Highway Capacity Manual 61h Edition methodologies. All analyses will be performed in accordance with the methodologies stated in Section 7106.6 of the ACHD Policy Manual and include consideration of separate left-and right-turn lanes as well as queuing impacts. Intersection and segment level-of-service will be reported per ACHD thresholds. ACCESS LOCATION EVALUATION For each of the study access locations, the following will be reviewed: ■ Access spacing versus ACHD criteria. ■ Whether the proposed accesses meet ACHD criteria for granting additional access. ■ Projected dailytraffic demand at buildout for each access location and comparison to the ACHD policy ADT's for that roadway classification. ■ Intersection sight distance for the proposed site access locations. ■ Collector traffic level versus ACHD policy. OTHER SCHOOL-SPECIFIC REQUIREMENTS In addition to the above key scope and analysis assumptions, we will also document the following as required by ACHD and Idaho Code 67-6510(3): • Land-use master plan (site plan) • School bus plan • Access safety • Pedestrian plan • Crossing guard plan • Barriers between highways and school • Location of school zone • Need for flashing beacons • Need for traffic control signals • Anticipated future improvements • Speed and traffic volumes on the adjacent roadways • Level of service • Need for acceleration and deceleration lanes • Internal traffic circulation • Anticipated development on surrounding parcels • Zoning in the vicinity • Access control on adjacent highways • Required striping and signing modifications • Funding of highway improvements • Proposed highway projects in the vicinity Kittelson&Associates,Inc. Boise,Idaho Cole Valley Christian School—Meridian,Idaho Project#:26392 September 2021 Page 11 NEXT STEPS We request the ACHD and ITD review this scoping memorandum and provide confirmation or comment on the assumptions such that we can move forward with the study. We respectfully request these responses no later than September 271" in order to proceed with traffic count collection in late September or early October, pending traffic control closure schedules. Please contact Sonia Daleiden at sdaleiden@kittelson.com or Claire Dougherty at cdougherty@kittelson.com if you have any questions. Kittelson&Associates,Inc. Boise,Idaho Cole Valley Christian School—Meridian,Idaho Project#:26392 September 2021 Page 12 References 1. Institute of Transportation Engineers. ITE Trip Generation Manual, Tenth Edition. 2017. 2. ACHD. CIP Attachment A: Project Map. 2020. http://www.achdidaho.org/Documents/Engineering/ImpactFees/CIP Draft/CIP Attach2020 draft.pdf 3. ACHD. 2021-2025 Integrate Five-Year Work Plan. https://achd.maps.arcgis.com/apps/MapSeries/index.html?appid=c433fa104eba48238547lf0 80e49b96d Attachments A. Traffic Count Summary from existing Cole Valley Christian School campuses B. COMPASS Modeling Kittelson&Associates,Inc. Boise,Idaho Attachment A - Trip Generation Documentation Cole Valley Christian School Trip Generation Calculations 1/2 Table 1 Private School(K-12) 1 536 1 1825 1 4526 1 1479 1 903 1 576 1 1059 1 445 1 Note ITE LUC Daily rate only baed on 2 data points and peak hour rates baes on 4 data points. w� Size 901- —W' School AM Peak School PM Peak Table 4 Daily Custom Pre-K-Elementary - 850 1714 824 434 390 630 284 346 Custom Elementary Avg rate(observed) Middle School/Junior High 522 375 1 985 263 132 131 273 126 147 ITE Middle school(data from a combination of public and private schools) High School 530 600 1 1513 406 276 130 241 77 164 ITE High school(data from a combination of public and private schools) 1825 1 4212 1493 842 651 1144 487 657 Proposed Size School AM Peak School PM P�� Composite Land Use ITE Code (Students) Daily Total In Out Total In 1� Trip Custom Pre-K-Elementary 850 1714 824 1 434 1 390 1 630 1 284 346 ustom Elementary Rate Private School(K-12) 1 536 975 2418 790 1 482 1 308 1 566 1 238 328 pplying ITE Private K-12 to remaining students Estimate 1825 1 4132 1 1614 1 916 1 698 1 1196 1 522 1 674 umulative for total trip estimate.Slightly higher daily,but less peak hour trips that just using custum lementary trip rate.Fairly consistent with ITE private K-12 Observed Observed Pre-K-Elem. AM 0.97 0.81 PM 0.74 0.58 Compared to Daily 2.015 2.48 ITE Private K-12 Table 9.High School Trip Generation Estimate For reference this is the trip generation for Owyhee High School 4 iigh Schaal 530 1,800 3 486 847 5�6 2�1 514 164 349 Cole Valley Christian School Trip Generation Calculations 2/2 School Year-End events occurred on Day Day 2 dates of Secondary observations, unfortunately. Peak Hour r 7:45-8:45 Peak Hour , Mul"M 3:00-0:00 All Ins 613 PeaMjgk Hour r 7:45-8:45 Peak Hour ,2,45-3:45 All Ins 72 )4 Elements Secondary K-12 This K-12 is simply taking an average All Ins 318 All ins 191 All Outs 596 All Ins 310 All Ins 220 All Outs AMAvera a 0.9. 1.468 1219 of Elementary and Secondary All Outs 280 All Outs 244 Total Trips 1209 All Outs 294 All Outs 256 Total Trips PM Avera a 0.741 1.468 1.104 observed rates Total Trips 698 Total Trips 435 %In 50.7o Total Trips 594 Total Trips 476 %In Daily Average 2.015 3.698 2.857 RigMM %In 53.18 %In 43.91 %Out 49.30 %In 52.19 %In 46.22 %Out %Out 46.82 %Out 56.09 trip/student 1.965854 %Out 47.81 %Out 53.78 trip/student trip/student 0.972358 trip/student 0.707317 trip/student 0.9658 trip/student 0.773984 Total Summarization-Ins/Outs Elementary SecondaryK-12 %In %out %In %Out %In %Out AM Avera a 0.527 0.473 0.533 0.467 0.550 0.450 Peak Hour r 7:30-8:30 Peak Hour 3:15-4:15 All Ins 758 Peak Hour ' 7:30-8:30 Peak Hour • 3:15-4:16 All Ins 763 PM Average 0.451 0.549 0.345 0.655 0.400 0.600 All ins 354 All Ins 228 All Outs 945 All Ins 356 All ins 231 All Outs 892 All Outs 320 All Outs 452 Total Trips 1703 All Outs 303 All Outs 422 Total Trips 1655 Total Tri ps 674 Total Trips 680 %In 44.51 Total Trips 659 Total Trips 653 %In 46.10 %In 52.52 Tin 33.53 %Out 55.49 %In 54.02 %In 35.38 %Out 53.90 %Out 47.48 %Out 66.47 trip/student 3.751101 %Out 45.98 %Out 64.62 trip/student 3.645374 trip/student 1.484581 trip/student 1.497797 trip/student 1.451542 trip/student 1.438326 Attachment B - COMPASS Modeling and Initial Agency Feedback Private School (K-12) Proposed Development The following summarizes the results of an area of influence model run for a proposed development located northwest of McMillan Rd and the future SH-16 Extension. The proposed private school shown in Figure 1 will have an estimated enrollment of 1,700 students with an anticipated build out by 2025. I , � r+ r � 1 r++ + 864 I Illy• I f Prescott I Ridge 1 1 I + I ' 1 � \\ 861 1 I \ \ ' \ 1 Oaks North \ 863 ' \ I ' \ 676 1 ' ` 1 \ 1 � Expressway 1 I 866 Prop Expressway Popj Sed + 1 Develo e Principal Arterial ' k ' a.kwind Proposed Princi al Arterial 862 Pro Eames P P ' MCOPHOUSEI ' ' 862 VILLA SUR 1 ' MinorArterial 1 1 1 1 --- Proposed MinorArterial 1 1 —Collector ——— Proposed Collector 1 r87 Local ti 1Gande Creek 1 Proposed Development NearloyA01 --\ 867 i 869 1 TAZ Boundary `� r 1 Approved Preliminary Plat i der creek 1 Pending Preliminary Plat ' � k Figure 1 Table 1 provides the existing demographics for TAZ 862 and the proposed development's demographics used for the area of influence model run. A cumulative analysis was conducted to account for proposed developments nearby with recent area of influence model runs and pending entitlements (Quartet South - June 2021, Porter Complex - June 2021, Sky Pilot-Acclima - March 2021, and McDermott/Ustick - April 2020). Table 1 2020 2025 2040 Pro osed HH Jobs HH Jobs HH Jobs TAZ 862 3 4 5 120 196 7 Surrounding TAZs 17 0 392 35 979 117 Total 20 4 397 L55 1,175 124 Figure 2:Area of Influence(Proposed Only), percent contribution to the total peak hour demand Figure 3: Peak Hour Demand with Proposed Development(Proposed Only) Cumulative Analysis The following figures show the results including four proposed developments in the surrounding area: Quartet South, Porter Complex, Sky Pilot-Acclima, and McDermott-Ustick. 2020 2025 Cumulative HH Jobs HH Jobs TAZs 868, 869, 1312-1318, 570 63 2,044 336 1320 Figure 4: Area of Influence (Cumulative), percent contribution to the total peak hour demand Figure 5: Peak Hour Demand with Proposed Development(Cumulative) Figure 6: Peak Hour Demand without Proposed Development Figure 7:Surrounding Area TAZs Figure 8, Figure 9,and Figure 10: Compounded Annual Growth Rates Figure 2:Area of Influence(Proposed Only), percent contribution to the total peak hour demand o. 20J .T L132Va6[Chlrtlen 73 B1C] O :v L152[J2s(ChirdBn BkC p US znas(cnlnden Byd) 0.T .�,.; 0 0.3 6 02 02 o I Y D.4 R b b v �p My M!"a n W 1.T:UM n M M�NMI@ n FU n Ri �, Mo MM n Ri tit UM Rd kicF Man Rd T2 3sl Hs 6.3 '-� 5.8 5.l SA 45 m 9 '.5 � a m w u - 7l ' m a � o 0 's O m � m � � U LItC Ic Ri Late k Fu i.' Usiick Rd LIAM.FO LBtlek Rti {g OA .2 m 0.1 0.1 0.1 � 4 m re C-1 0.1 :a a La a Figure 3: Peak Hour Demand with Proposed Development(Proposed Only) � a f U620210 ry US 202e(Clips E16d} US Me(CH"d"F*d 96a 934 904 1000 1gOg 1011 1Sa5 1580 m52CY191CIiiclsiokdF a 17M 1947 1815 1615 896 W 8a5 995 1005 1414 S 15a0 0 L—,-, o- �p lei LI6202e U5202e{Clirden Md cc } _ L�5202e{ClyFicn F 1577 1425 IN "1 1496 $ d5$ �Y 39 X 44 d � # m Mdiillm Rd aq •7 Ok nA �U 17 255 257 041 347 yq y ki: Rd 5. 545 546 512 543 394 276 277 404 404 421 427 4% 441 428 446 454 454 475 47e 02 y4 4 Lq AMillm Rd �5 a nAI Ok"AOM k L%.R1 S1� 72 Y k'2 a S0 64 15 twi.k Pd Udd,Rd U4Yi.:k Rd U>M:k Rd lhltk Al m 1MkR Sa U kk Rd UddRd WikRd tKk Fd _ . -Id d1e ` a7 59d 577 ,yy S34 sIM 5i6 y10 k17 429 3M 3as Jay s10 671 Odd a0a .,.a z82 49D 479 715 890 LWA Ri Rd U #Rd R' ._ � Q 1Ntk AI m - ck� lJyik Ri 1A�tRtl �d.#Rd� v �y 1-Mtk Ri Jstdt Rd �.: a fa L2 a us ^ d LO 15 ' N 10 fr r�9 10 Cumulative Analysis The following figures show the results including four proposed developments in the surrounding area: Quartet South, Porter Complex, Sky Pilot-Acclima, and McDermott-Ustick. 2020 2025 Cumulative HH Jobs HH Jobs TAZs 868, 869, 1312-1318, 1320 570 63 2,044 336 Figure 4:Area of Influence(Cumulative), percent contribution to the total peak hour demand MOB L13 202B N], {Chlyden Bi.S1} O DF, h o 0.3 7�_a o U52RbS{Chlyden Bim q LLS20126[Chirden BkC) � o b w O Y — -D.4 .6 Y b _ 2 G l tv MM n FU Nb Mlfa n FtJ 4; 3A S' S.€0 5S SS A m hb MUIRn R! Me MMn k"illan Rd 4.5 dj V a a of 3 a o — c 0.2 0 2 ci w 0.2 ¢ odn Uithicia c LF3tbKAd W Ustbk Rd Nj ��! Ustick Rd L&MFO LBtlekRd Ustick Rd 42 0.2 0.1 m LIM 0.3 02 412 0.2 N } m � M n w � N o 0 e 412 02 M .4 d v Figure 5: Peak Hour Demand with Proposed Development(Cumulative) r iS may ' 1 i Rq, U5202e N I'M'6 f rp3m died) US 2026(Clieskn EW ll5 202e(CH"d"dkd I 973 932 902 991L 1003 1046 M7 1891 Ill 53 2010 1807 1667 930 947 907 1027 1037 1450 ro 1614 1516 1516 1611 rn 1459 1d7d o- U52926 US M'Aa Chip* Nd* US 2029(CH d..Md} US 202e(CtkdLn dkd k yr� Syr � $ � a r rn 25. C4 r� •�� 33 ? 41 Ib F Mdlillm Rd kickilbn W rn 5] i7 w �k nA1 i'kd$nRd MdA�~.. o k Afl6n Ri 270 273 351 351 b rn 475 4'� °P d29 451 49d e11 574 574 542 S7-0 412 924 401 del 4e7 451 511e 92 458 506 446 445 469 476 Lq=Millm Rd kick%n R a $2 �+ °� E +k nA1 1k"A.M kAdA&.Ru k L%.R1 6 55 fW' 55 '"F83 3S 131 '26 71 Y1 m 290 S1 m s ¢$ m} 185 01 267 re lldtkRi Usk Rd U4Yi66Rd Ud5 Rd Ub8 Al v,010 $ i5 U6.fd i ll�dRd UddPod Ikiek Rd Ubik Fd U�#Pod SB2 d6d d66 d57 593 917 651 565 642 0�1 $ &M 5A 589 g� 925 d77 d10 412 02 4A 429 � 859 tWi.k Ri U�#Rd U #Rd U�ickR _ CUkkM +�8 77d ,713 �807 S97 -..� -vs d23 Lukk11a Lhq d.#Rd v £' ` U4id�Rd Jstdt Rd U�r:J�Rd 1 � 290 4] US 5 3- .'n C] p CS 0 L�6 d f 7241 J} ram SL cIs ns cn$ a 106 y1 107 99 68 15 u as 61} GG' 6 Figure 6: Peak Hour Demand without Proposed Development !gi US 202e N O LIS 202e(Cli,s lid} llS Me(CH"d"BWd} � 973 911 911 1069 1905 1599 $1079 7085 1784 19i5 1816 1&16 936 90z 904 1953 198d 7a57 m 1S95 1587 US2926 US 2M6(Cowden W: Lis 202e[CtkdLn L4.d} $ 7a29 1dd5 Lp 1d93 1a97 R 4 — cYo n o- t� $ 9S X 44 r M.Mill-Rd d � Lk nA1 248 4k4$nRd k L%.rd 250 299 299 ]:' F 331 353 39e W f'n 545 546 511 S42 392 273 279 7 397 .. 38A 121 413 400 412 444 444 464 455 y� 397 kirAiillm Rd ik nA1 Ik"AOM 7KK Kf k L%.rd R 97 ,r V ' n 8e 66 e 71 Y fy f 79 7a A A o e lldtk Ri U>rr:h Rd U4Yi.:k Rd Rd Ub tk AI eR LWA P[I U.9U Pod LU ek Rd Ub i k Fd Pod SM d79 481 473 583 M9 051 597 49a S31 527 g34 812 AM 428 370 372 M 494 677 693 � 'A3 4807R, �'i 712 _ 977 LWA Ri Lhidi Pod Lhfi=k Rd LF�i:k R� - W tk AI v m �y LMtR Rd U�di 9*Rd8499 Figure 7:Surrounding Area TAZs I I I 1 11 1 1 859 Taras I J 858 I 864 Prescotte Landing t 1 Ridgel Westhridge 1 I 1 1 {r Oakmore { 976 Proposed 86, i o111t RNM * 1 Development I • 1 1 MOORHOUSE 1 866 865 Jump VILLA SUB 1 1 r Oakwind Creek 1 1 862 i Estarles 1 1 1 � Oaks North Gt� I t 1 I Gander ek 1 I Expressway * r ' 71 870 Prop Expressway 869 ,. 867 1 Rapid Principal Arterial i Gander reek 1 eras Proposed Principal Arterial 873 Minor Arterial 1 $ 74 1 Ghukar Ridge Lupine Proposed MinorArterial — — — e 1 — Collector 1 Sky Pilot — — — Proposed Collector j Accliirna Local 1 1 Proposed Development 85 868 -11 860 _ 872 1 Nearby A0I 1 TAZ Boundary 1 ob'ettid twnea08 new demo hh20 hh2S jabs2S hh30 'obs3a hh35 'o6s35 hh40 'obs40 8S7 8ti1,Meridian-Narthwest S 15 In 11 S1 46 74 97 90 Approved Preliminary Plat 1i Me 855 861 Meridian-Narthwfst 6 6 0 107 a 167 0 343 0 861 867 Meridian-Nanhwest S 20S S 24S 14 27S 21 A4 27 Pending Preliminary Plat 2398 86S 865 Meridian-Narthwest 1 162 a 162 0 .196 a 196 0 Figure 8:2021 to 2025 Compounded Annual Growth Rate 2021 Peak Hour to 2025 Peak Hour Compounded Annual Growth Rates 7/8/2021 ,d? U52a'26 LGMA j]prMnB'gl JSM2fi'Phraeno+dl �J5M26 nrijefl=`� 2526 ti+den��l 2 1•F 5-5 $5 5-fi 38 32 32 o- -a 27 X614 9.�4.3 � r M m 14 O fY k1 k5lanHi 5 vd,1 kY�nHi h1 hY �d - vd d db 25 23 63 63 415 ~ � 3.r 4 rc 9C% o- 0 rc r C4 � 4 r rc m � r- U61k*Rd .-d UA"Rd Ulk2Rd LRichM JAARd ick lbifii[1{i L6iZc.gd L6tiARd LRUAF] ULsWm L6ictit L61i El U 6 1" 4,3 122 10.8 172 i19 44 79 65 6G 5 109 10 � v - n' 6 V� ri o 3 E2 50-1 62 0.6 Grovrth Rate Included Roadway Project(Programmed in the TIP or Funded in CIM 2.0) D:'U 5.i3O3llk6DdeFwallhrat16n5 5TIF FY2228PEqmwthrabes:�i3R2021-2025.net COMPASS reserves the right to rerun the nx del for any reason deemed necessary. :.f`I.II Irlj(!j :Licensed to Communit'.r Planning Association) Figure 9:2025 to 2030 Compounded Annual Growth Rate 2025 Peak Hour to 2030 Peak Hour Compounded Annual Growth Rates 7f 6J2021 26s e'� q.9 1 1sax2�prnira�en�j Lsmm C"n&m L$�Y26 i�nrmn Mi claswol is {nrben ao- 18 1.7 17 OL 09 4a a-1 0 1� n {y rn � r} a m 'a ' r .y 40 4A x � O �{ S] jr +D M m d' o C {Y f} hCh5lan Nihltl�n htl h1 ";}�i k1 k91an h1i h1�b r ro Y hCh5lanhti hlrhlilLnFttl 44tan1b hkhlilL ] rc � ro Gi 'x r o 4 p r - H] Lb1ALfu Fdd l6�cJ[Rtl 1Ath1y LbAvU Vy.Ok%Id M A%M ff-11C tlw JMUOM U6ftm UlU) tj USftPod L&WK 42 4-7 47 44 10 8-1 9 � 9.8 102 12.1 11A 11� 11.7 29 CD n} M Growth Rate I u Included Roalvay Project{Programmed in the TIP or Funded in OW 2.0) a:%UAG13MI k—ruallbratbri5&asee5TIP1FY22ZBPZVrowthrate:5GR2025 21M.net COMPA3S resrerwes the right to rerun the model for any reason deemed necessary. L[;Mr�1L (Licensed to Community Planning Association) Figure 10: 2030 to 2040 Compounded Annual Growth Rate 2030 Peak Hour to 2040 Peak Hour Growth Rates 7/6 f 2021 3.C3 ' r�USM-26Ph%,,BW1b 2d 26 Frbe n&4 LES 2d'25 pirmn&Ui k � °°' o LIS M26 f rem n& � JS A'2'i 3:nr mn& Lis v26�Ifde n 7 b A 52 5,3�y db w 2.1 22 T 4 aC ap T fC � NCN51anAd NGNllanx % kUlanMd hvh91an1t1 hr 3- N1:N11lanw hlc QUIRd h1 h9pnju XPANiaAA] MlilLrRd 1-7 s.a 2J 2 9 29 22 W �. r 4z } m w { o- 4 v rc Jh' Lb1 Jti Uxju 1A[Nd nr L61Fk}t1 US!#� L6194kMd LR1chM7 UMQkRd kkF"M Umckrd Ur. R1 LSIA( 0 d -x 2 26 3 3-x 2B 25 2ja 2A 23 w 6 a }> 12b1 b, 1S 4S �a t4 Growth Rate I T Included RowbW Project{Prograrnnred in the TIP or Funded in CIM 2.0) D:5UAG42d11i Fe,calibrat16n4 5Tl FkF PJIYgm'Athrate55GR _2 .rket COMPA33 reserves the right to rerun the model for airy reaeon deemed r&rmsary. ..T;FflFfj (Licensed to Community Planning Association) Claire Dougherty From: Mitch Skiles <mskiles@compassidaho.org> Sent: Tuesday, July 20, 2021 10:12 AM To: Claire Dougherty Cc: Sonia Daleiden; Rebecca Hoffman; Mary Ann Waldinger Subject: FW: Model Run Request - Owyhee Storm Ave/Mcmillan Rd Private School Development Attachments: PrSchool_McMillanOwyStrm_TAZ862.docx Hi Claire, Please see ACHD's comments below. Our report is attached. Thanks, Mitch Skiles, P.E. I Principal Planner- Modeler Community Planning Association (COMPASS) �,..� 700 NE 2nd Street,Suite 200 Meridian, ID 83642 Direct: 208-475-2234 1 Main:208-855-2558 Typical Availability: Monday-Thursday http://www.compassidaho.org a130IM From: Paige Bankhead [mailto:pbankhead@achdidaho.org] Sent:Tuesday,July 20, 2021 12:03 PM To: Mitch Skiles<mskiles@compassidaho.org>; Mindy Wallace<mwallace@achdidaho.org>; Regan Hansen (Regan.Hansen@itd.idaho.gov)<Regan.Hansen@itd.idaho.gov>; Sarah.Arjona@itd.idaho.gov Cc: Mary Ann Waldinger<MWaldinger@compassidaho.org> Subject: RE: Model Run Request-Owyhee Storm Ave/Mcmillan Rd Private School Development Good Morning, ACHD would like the following included in the study: • Owyhee Strom Avenue/McMillan Road • McMillan Road from Star Road to Owyhee Storm Avenue • We would like to see the zip code analysis trip distribution after it is completed to confirm the scope of the study. Kind Regards, Paige Bankhead, E.I. Assistant Traffic Engineer Ada County Highway District Development Services 1301 N. Orchard St. Ste. 200 Phone: (208) 387-6293 or From: Mitch Skiles<mskiles@compassidaho.org> Sent:Thursday,July 8, 2021 2:58 PM To: Mindy Wallace<Mwallace@achdidaho.org>; Paige Bankhead <pbankhead@achdidaho.org>; Regan Hansen (Regan.Hansen@itd.idaho.gov)<Regan.Hansen@itd.idaho.gov>; Sarah.Ar*ona@itd.idaho.gov Cc: Mary Ann Waldinger<MWaldinger@compassidaho.org> Subject: FW: Model Run Request-Owyhee Storm Ave/Mcmillan Rd Private School Development CAUTION: This email originated from outside your organization. Exercise caution when opening attachments or clicking links, especially from unknown senders. Hello All, We received the request below for an area of influence run for a private school northwest of McMillan and McDermott. Our report and the proposed site layout are attached. Thanks, Mitch Skiles, P.E. I Principal Planner- Modeler Community Planning Association (COMPASS) �,..� 700 NE 2nd Street,Suite 200 Meridian, ID 83642 Direct: 208-475-2234 1 Main:208-855-2558 Typical Availability: Monday-Thursday http://www.compassidaho.org eE30Im From: Claire Dougherty [mailto:cdougherty@kittelson.com] Sent:Thursday,July 1, 2021 2:02 PM To: Mary Ann Waldinger<MWaldinger@compassidaho.org>; Mitch Skiles<mskiles@compassidaho.org> Cc:Sonia Daleiden <sdaleiden@kittelson.com>; Rebecca Hoffman <rhoffman@kittelson.com> Subject: Model Run Request-Owyhee Storm Ave/Mcmillan Rd Private School Development Hello MaryAnn and Mitch, Kittelson is beginning a scoping effort for a proposed 1700 student private K-12 school development to be located in the northeast quadrant of the (future) Owyhee Storm Ave/ McMillian Rd intersection (just north of the planned public high 2 school and Gander Creek residential developments). Completion of the new private K-12 school is anticipated in 2025, which from our understanding, is after the anticipated completion of 5H-16 Phase 2 construction. We're planning to utilize school administration provided student zip code data in order to estimate the anticipated trip distribution to and from the proposed school, assuming that a model generated distribution may not recognize the subtleties of the student base being more much more distributed throughout the region than a typical public school with defined boundaries. However, we welcome any of your thoughts on the usefulness of model generated distribution. We hoping to mostly use the modeling data to 1) understanding other assumed roadway network changes with SH 16 phase 2 in place and 2) background traffic growth on the adjacent roadways. Understanding that there may be a backlog of modeling requests due to the recent model, can you provide a time estimate for the completion of this request? Thank you both very much—please let me know if any additional information is needed. Claire Dougherty, PE Engineer Kittelson &Associates. Inc. Transportation Engineering/Planning 907.433.8107 (direct) 206.607.7780(cell) 3 Claire Dougherty From: Mitch Skiles <mskiles@compassidaho.org> Sent: Tuesday, July 20, 2021 2:58 PM To: Claire Dougherty Cc: Sonia Daleiden; Rebecca Hoffman; Mary Ann Waldinger Subject: FW: [EXTERNAL] FW: Model Run Request - Owyhee Storm Ave/Mcmillan Rd Private School Development Hi Claire, Please see ITD's comments below. Thanks, Mitch Skiles, P.E. I Principal Planner- Modeler Community Planning Association (COMPASS) �,..� 700 NE 2nd Street,Suite 200 Meridian, ID 83642 Direct: 208-475-2234 1 Main:208-855-2558 Typical Availability: Monday-Thursday http://www.compassidaho.org a130Im From: Regan Hansen [mailto:Regan.Hansen@itd.idaho.gov] Sent:Tuesday,July 20, 2021 4:56 PM To: Mitch Skiles<mskiles@compassidaho.org>; Mindy Wallace<mwallace@achdidaho.org>; pbankhead@achdidaho.org; Sarah Arjona <Sarah.Arjona@itd.idaho.gov> Cc: Mary Ann Waldinger<MWaldinger@compassidaho.org> Subject: RE: [EXTERNAL] FW: Model Run Request-Owyhee Storm Ave/Mcmillan Rd Private School Development Hi Mitch, ITD would just like for them to provide the number of trips to the US-20/26&Star Rd intersection. Thank you, Regan Hansen, P.E. Traffic Signal Engineer District 3 Traffic Section Idaho Transportation Department P: 208-332-7170 1 E: Regan.Hansen@itd.idaho.gov From: Mitch Skiles<mskiles@compassidaho.org> Sent:Thursday,July 8, 2021 2:58 PM To: Mindy Wallace<mwallace@achdidaho.org>; pbankhead@achdidaho.org; Regan Hansen <Regan.Hansen@itd.idaho.gov>; Sarah Arjona <Sarah.Ariona@itd.idaho.gov> Cc: Mary Ann Waldinger<MWaldinger@compassidaho.org> Subject: [EXTERNAL] FW: Model Run Request-Owyhee Storm Ave/Mcmillan Rd Private School Development --- This email is from an external sender. Be cautious and DO NOT open links or attachments if the sender is unknown. --- Hello All, We received the request below for an area of influence run for a private school northwest of McMillan and McDermott. Our report and the proposed site layout are attached. Thanks, Mitch Skiles, P.E. I Principal Planner- Modeler Community Planning Association (COMPASS) �,..� 700 NE 2nd Street,Suite 200 Meridian, ID 83642 Direct: 208-475-2234 1 Main:208-855-2558 Typical Availability: Monday-Thursday http://www.compassidaho.org 91 1310 [M From: Claire Dougherty [mailto:cdougherty@kittelson.com] Sent:Thursday,July 1, 2021 2:02 PM To: Mary Ann Waldinger<MWaldinger@compassidaho.org>; Mitch Skiles<mskiles@compassidaho.org> Cc: Sonia Daleiden <sdaleiden@kittelson.com>; Rebecca Hoffman <rhoffman@kittelson.com> Subject: Model Run Request-Owyhee Storm Ave/Mcmillan Rd Private School Development Hello MaryAnn and Mitch, Kittelson is beginning a scoping effort for a proposed 1700 student private K-12 school development to be located in the northeast quadrant of the (future) Owyhee Storm Ave/ McMillian Rd intersection (just north of the planned public high school and Gander Creek residential developments). Completion of the new private K-12 school is anticipated in 2025, which from our understanding, is after the anticipated completion of SH-16 Phase 2 construction. We're planning to utilize school administration provided student zip code data in order to estimate the anticipated trip distribution to and from the proposed school, assuming that a model generated distribution may not recognize the subtleties of the student base being more much more distributed throughout the region than a typical public school with defined boundaries. However, we welcome any of your thoughts on the usefulness of model generated distribution. We hoping to mostly use the modeling data to 1) understanding other assumed roadway network changes with SH 16 phase 2 in place and 2) background traffic growth on the adjacent roadways. Understanding that there may be a backlog of modeling requests due to the recent model, can you provide a time estimate for the completion of this request? 2 Thank you both very much—please let me know if any additional information is needed. Claire Dougherty, PE Engineer Kittelson &Associates, Inc. Transportation Engineering/Planning 907.433.8107 (direct) 206.607.7780(cell) 3 Appendix B Existing Traffic Count Data and Existing Signal Timing/Phasing L2 Data Collection I_2DataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Black Cat Rd & Chinden Blvd Intersection: Black Cat Rd /Chinden Blvd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Stop Sign Page No : 1 Groups Printed-General Traffic-3+Axle Heavy Trucks Black Cat Road Chinden Blvd Black Cat Road Chinden Blvd From North From East From South From West Start Tune Right Thru Left Peds App.T-1 Right Thru Left Peds App.Total Right Thru Left Peds App.Total Rt ht Thru Left Peds App.To al nt.TO al 07:00 AM 0 6 6 0 12 4 114 18 0 136 34 2 21 0 57 39 209 0 0 248 453 07:15 AM 8 3 6 0 17 2 166 37 0 205 45 4 26 0 75 48 220 4 0 272 569 07:30 AM 5 3 5 0 13 4 162 10 0 176 41 4 36 0 81 38 239 4 0 281 551 07:45 AM 3 1 9 0 13 3 178 31 0 212 63 5 53 0 121 33 220 1 0 254 600 Total 16 13 26 0 55 13 620 96 0 729 183 15 136 0 334 158 888 9 0 1055 2173 08:00 AM 2 4 9 0 15 7 127 23 0 157 41 3 28 0 72 45 231 9 0 285 529 08:15 AM 2 2 9 0 13 2 128 22 0 152 31 2 17 0 50 67 225 5 0 297 512 08:30 AM 9 4 13 0 26 3 145 27 0 175 33 2 35 0 70 32 217 3 0 252 523 08:45 AM 4 2 8 0 14 6 146 19 0 171 49 3 30 0 82 40 221 1 0 262 529 Total 17 12 39 0 68 18 546 91 0 655 154 10 110 0 274 184 894 18 0 1096 2093 02:30 PM 4 4 11 0 19 12 225 21 0 258 26 2 45 0 73 28 159 7 0 194 544 02:45 PM 5 3 5 0 13 7 225 37 0 269 41 2 54 0 97 26 197 4 0 227 1 606 Total 1 9 7 16 0 32 1 19 450 58 0 527 1 67 4 99 0 170 54 356 11 0 421 1 1150 03:00 PM 4 9 7 0 20 7 270 29 0 306 31 8 49 0 88 40 166 2 0 208 622 03:15 PM 8 8 14 0 30 4 233 42 0 279 37 2 40 0 79 47 223 2 0 272 660 03:30 PM 6 2 4 0 12 2 267 33 0 302 28 8 46 0 82 41 236 8 0 285 681 03:45 PM 6 7 13 0 26 10 260 31 0 301 26 2 49 0 77 50 232 2 0 284 688 Total 24 26 38 0 88 23 1030 135 0 1188 122 20 184 0 326 178 857 14 0 1049 2651 04:00 PM 4 6 8 0 18 6 251 42 0 299 39 9 48 0 96 27 182 5 0 214 627 04:15 PM 4 4 3 0 11 5 302 48 0 355 32 7 44 0 83 50 243 5 0 298 747 Grand Total 74 68 130 0 272 84 3199 470 0 3753 597 65 621 0 1283 651 3420 62 0 4133 9441 Apprch% 27.2 25 47.8 0 2.2 85.2 12.5 0 46.5 5.1 48.4 0 15.8 82.7 1.5 0 Total% 0.8 0.7 1.4 0 2.9 0.9 33.9 5 0 39.8 6.3 0.7 6.6 0 13.6 6.9 36.2 0.7 0 43.8 General Traffic 73 60 128 0 261 81 3115 440 0 3636 566 58 575 0 1199 599 3352 61 0 4012 9108 %General Traffic 98.6 88.2 98.5 0 96 96.4 97.4 93.6 0 96.9 94.8 89.2 92.6 0 93.5 92 98 98.4 0 97.1 96.5 3.1len<-- 1 8 2 0 11 3 84 30 0 117 31 7 46 0 84 52 68 1 0 121 333 %3+Ax1eHC- 1.4 11.8 1.5 0 4 3.6 2.6 6.4 0 3.1 5.2 10.8 7.4 0 6.5 8 2 1.6 0 2.9 3.5 T�a L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Black Cat Rd & Chinden Blvd Intersection: Black Cat Rd /Chinden Blvd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Stop Sign Page No : 2 Black Cat Road Out In Total 200 261 k;426111 11 2211 272 83 73 60 1281 0 1 8 2 0 74 68 130 0 Right T�u Le� Peds p NO O '0NJ 1 J A A� A W W+ A O A C 6 Naoo North �'6'�n LO m N N M M O M F� 12/9/2021 07:00 AM ~2 m C O�� O?Ul W W-(CL D v v v rn N 12/9/2021 04:15 PM N W> 0)LO N A A W V m O7 U M y General Traffic �x o 0 0 `o O M M o 0 o y 3+Axle Heav Truck N rn �o C o�aom a N 000 oaon�— T r Left Thru Right Peds 575 58 566 0 46 7 31 0 621 65 597 0 [1211089 1283 2472 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Black Cat Rd & Chinden Blvd Intersection: Black Cat Rd /Chinden Blvd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Stop Sign Page No : 3 FBlack Cat Road Chinden Blvd Black Cat Road Chinden Blvd From North LFrom{yEast From Left From West Stan Time Ri ht Thru Left Peds App.To al Rl t T1uu Left Peds App.T1. Right Tllru Left Peds App.Tow Right Thm Left Peds App.T-1 In[.To al Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 8 3 6 0 17 2 166 37 0 205 45 4 26 0 75 48 220 4 0 272 569 07:30 AM 5 3 5 0 13 4 162 10 0 176 41 4 36 0 81 38 239 4 0 281 551 07:45 AM 3 1 9 0 13 3 178 31 0 212 63 5 53 0 121 33 220 1 0 254 600 08:00 AM 2 4 9 0 15 7 127 23 0 157 41 3 28 0 72 45 231 9 0 285 529 Total volume 18 11 29 0 58 16 633 101 0 750 190 16 143 0 349 164 910 18 0 1092 2249 App.Total 31 19 50 0 2.1 84.4 13.5 0 54.4 4.6 41 0 15 83.3 1.6 0 PHF .563 .688 .806 .000 .853 .571 .889 .682 .000 .884 .754 .800 .675 .000 .721 .854 .952 .500 .000 .958 .937 General Traffic 18 11 29 0 58 16 611 90 0 717 179 16 140 0 335 160 891 18 0 1069 2179 i Geee<al Traffic 100 100 100 0 100 100 96.5 89.1 0 95.6 94.2 100 97.9 0 96.0 97.6 97.9 100 0 97.9 96.9 0 0 0 0 0 0 22 11 0 33 11 0 3 0 14 4 19 0 0 23 70 0 0 0 0 0 0 3.5 10.9 0 4.4 5.8 0 2.1 0 4.0 2.4 2.1 0 0 2.1 3.1 Black Cat Road Out In Total 50 58 08 0 0 050 58ki 108 18 11 29 0 0 0 0 0 181 111 291 0 Right T�u Le� Peds Peak Hour Data EOM oo W 000 COS } ? ^'O)001 N W(O v rn_o North o o co n 00 co N rn rn F� Peak Hour Begins at 07:15 A ~c w N _o. _o o _ N V V CD CD cD �'L� General Traffic �� L o In v + 3+Axle Heavy Trucks x o-o < U o- j 0� � O O O N � W�L N CL d N000 — Left Thru Right Peds 140 16 179 0 3 0 11 0 143 16 190 0 P5 276 349 625 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Black Cat Rd & Chinden Blvd Intersection: Black Cat Rd /Chinden Blvd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Stop Sign Page No : 4 Black Cat Road Chinden Blvd Black Cat Road Chinden Blvd From North From East From South From West Start Time Right I Thru I Left Peds I Aw.Totei I Right I Thru I Left Peds A,,.T.1 I Right I T uu I Left Peds L Ap.Taal Right I Thru I Left Peds Am.T-i nr.To at Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 08:00 AM 07:15 AM 07:15 AM 07:30 AM +0 mins. 2 4 9 0 15 2 166 37 0 205 45 4 26 0 75 38 239 4 0 281 +15 mins. 2 2 9 0 13 4 162 10 0 176 41 4 36 0 81 33 220 1 0 254 +30 mins. 9 4 13 0 26 3 178 31 0 212 63 5 53 0 121 45 231 9 0 285 +45 mins. 4 2 8 0 14 7 127 23 0 157 41 3 28 0 72 67 225 5 0 297 Total volume 17 12 39 0 68 16 633 101 0 750 190 16 143 0 349 183 915 19 0 1117 App.Total 25 17.6 57.4 0 2.1 84.4 13.5 0 54.4 4.6 41 0 16.4 81.9 1.7 0 PHF .472 .750 .750 .000 .654 .571 .889 .682 .000 .884 .754 .800 .675 .000 .721 .683 .957 .528 .000 .940 General Traffic 17 12 39 0 68 16 611 90 0 717 179 16 140 0 335 171 893 19 0 1083 r General Traffic 100 100 100 0 100 100 96. 89.5 1 0 95.6 94.2 100 97.9 0 96 93. 97.4 6 100 0 97 0 0 0 0 0 0 22 11 0 33 11 0 3 0 14 12 22 0 0 34 "rN 0 0 0 0 0 0 3.5 10.. 0 4.4 5.8 0 2.1 0 4 6.6 2.4 0 0 3 Black Cat Road In-Peak Hour:08:00 AM 68 0 68 17 12 391 0 0 0 01 0 171 2 391 0 Right Tju LeL Peds Peak Hour Data �J 3� >r rn N in North n >orrv� co rnL� �3rn m x� °�° 0 c� General Traffic w N o o. 0 o 3+Axle Heavy Trucks CD C y f N 0 D L O w V p W U w �++ + �xc�-o �a cn 000y D � 3 d n 11 �' o00 Left Thru Right Peds 140 16 179 0 3 0 11 0 143 16 190 0 335 14 349 In-Peak Hour:07:15 AM L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Black Cat Rd & Chinden Blvd Intersection: Black Cat Rd /Chinden Blvd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Stop Sign Page No : 5 Black Cat Road Chinden Blvd Black Cat Road Chinden Blvd From North From East From South From West Start Time Right I Thru I Left Peds IApp.Toal Right I Thru I Left Peds App.Total Right I Thru Left Peds App.Total Right I Thru I Left Peds AmT.., I Int.Tutal Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 6 2 4 0 12 2 267 33 0 302 28 8 46 0 82 41 236 8 0 285 681 03:45 PM 6 7 13 0 26 10 260 31 0 301 26 2 49 0 77 50 232 2 0 284 688 04:00 PM 4 6 8 0 18 6 251 42 0 299 39 9 48 0 96 27 182 5 0 214 627 04:15 PM 4 4 3 0 11 5 302 48 0 355 32 7 44 0 83 50 243 5 0 298 747 Total volume 20 19 28 0 67 23 1080 154 0 1257 125 26 187 0 338 168 893 20 0 1081 2743 App.Totai 29.9 28.4 41.8 0 1.8 85.9 12.3 0 37 7.7 55.3 0 15.5 82.6 1.9 0 PHF .833 .679 .538 .000 .644 .575 .894 .802 .000 .885 .801 .722 .954 .000 .880 .840 .919 .625 .000 .907 .918 General Traffic 20 16 26 0 62 22 1054 152 0 1228 124 23 171 0 318 150 879 20 0 1049 2657 i Ga.-]Traffic 100 84.2 92.9 0 92.5 95.7 97.6 98.7 0 97.7 99.2 88.5 91.4 0 94.1 89.3 98.4 100 0 97.0 96.9 0 3 2 0 5 1 26 2 0 29 1 3 16 0 20 18 14 0 0 32 86 0 15.8 7.1 0 7.5 4.3 2.4 1.3 0 2.3 0.8 11.5 8.6 0 5.9 10.7 1.6 0 0 3.0 3.1 Black Cat Road Out In Total A L1316 7 20 16 26 0 0 3 2 0 201 191 28 0 Right Thu Left Peds Peak Hour Data vvco 00o�O 1�C0 N 04 O N N A O N F N N N O O C o rn-It� North CAN- W-W L °�° o M o Peak Hour Begins at 03:30 P o o_ Q N N j CD c LO-�'Low, General Traffic �r -4(000 w N 3+Axle Heavy Trucks A N N U n O N_ 0 0 0 N W N O N tl OACII N a- N O00 WCAV- Left Thru Right Peds 171 23 124 0 16 3 1 0 187 26 125 0 341 338 679 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Black Cat Rd & Chinden Blvd Intersection: Black Cat Rd /Chinden Blvd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Stop Sign Page No : 6 Black Cat Road Chinden Blvd Black Cat Road Chinden Blvd From North From East From South From West Start Time Right I Thru I Left Peds I Am.TINi I Right Thru I Left Peds A,,.T.W I Right I Thal Left Peds AM.T-1 Right I Thru I Left Peds Am.T-i TOeI Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 03:00 PM 03:30 PM 02:45 PM 03:30 PM +0 mins. 4 9 7 0 20 2 267 33 0 302 41 2 54 0 97 41 236 8 0 285 +15 mins. 8 8 14 0 30 10 260 31 0 301 31 8 49 0 88 50 232 2 0 284 +30 mins. 6 2 4 0 12 6 251 42 0 299 37 2 40 0 79 27 182 5 0 214 +45 mins. 6 7 13 0 26 5 302 48 0 355 28 8 46 0 82 50 243 5 0 298 Total volume 24 26 38 0 88 23 1080 154 0 1257 137 20 189 0 346 168 893 20 0 1081 App.Total 27.3 29.5 43.2 0 1.8 85.9 12.3 0 39.6 5.8 54.6 0 15.5 82.6 1.9 0 PHF .750 .722 .679 .000 .733 .575 .894 .802 .000 .885 .835 .625 .875 .000 .892 .840 .919 .625 .000 .907 General Tatre 24 21 37 0 82 22 1054 152 0 1228 136 15 164 0 315 150 879 20 0 1049 80. 97. 95. 97. 98. 99. 86. 89. 98. i ce„eai T<eme 100 8 4 0 93.2 7 6 7 0 97.7 3 75 8 0 91 3 4 ]00 0 97 0 5 1 0 6 1 26 2 0 29 1 5 25 0 31 18 14 0 0 32 N<� 0 2 2.6 0 6.8 4.3 2.4 1.3 0 2.3 0.7 25 13.2 0 9 10.7 1.6 0 0 3 Black Cat Road In-Peak Hour:03:00 PM 82 2 88 24 21 371 0 0 5 1 0 241 261 38 0 Right Thru Left Peds r Peak Hour Data d NON NJ ? A M J �(Fr W N 17 -o ai am It al North t-+ 4-� oM o w�w� General Traffic =o N x Q d ° 3+Axle HeavyTrucks N N°c ° -°x ON oo Cl NN Cy O�O CD( ODO W Ua lY � A NN W c. T oo� 0 CD ° a a N000 4-] T F+ Left Thru Right Peds 164 15 136 0 25 5 1 0 189 20 137 0 315 31 4 In-Peak Hour:02:45 PM L2 Data Collection =ataCollection.com Idaho (208) 860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Black Cat Rd & Chinden Blvd Intersection: Black Cat Rd /Chinden Blvd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Stop Sign Page No : 7 Image 1 Black Cat Road and Chinden Blvd ` O x+ r.1r,a r r_Yc T AT � Aw- OF * as i-•- - i a ±- lw . L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Black Cat Rd Intersection:McMillan Rd / Black Cat Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 1 Groups Printed-General Traffic-3+Axle Heavy Trucks Black Cat Road McMillan Road Black Cat Road McMillan Road From North From East From Left From West Start Tune Right Thru Left Peds App.T-1 Right Thru Left Peds App.T.. Right Thru Left Peds App.Total Rl ht Thrn Left Peds Am T-, nt.TO al 07:00 AM 22 47 8 0 77 5 41 5 0 51 13 38 3 0 54 6 39 11 0 56 238 07:15 AM 47 52 9 0 108 9 75 7 0 91 16 48 3 0 67 4 48 9 0 61 327 07:30 AM 15 52 9 0 76 7 48 9 0 64 17 67 8 0 92 6 71 18 0 95 327 07:45 AM 19 41 9 0 69 12 48 5 0 65 15 66 10 0 91 7 50 19 0 76 301 Total 103 192 35 0 330 33 212 26 0 271 61 219 24 0 304 23 208 57 0 288 1193 08:00 AM 7 51 13 0 71 6 22 10 0 38 7 50 7 0 64 5 40 10 0 55 228 08:15 AM 9 60 6 0 75 12 29 6 0 47 12 47 2 0 61 3 34 5 0 42 225 08:30 AM 3 42 11 0 56 9 15 8 0 32 18 50 2 0 70 3 33 5 0 41 199 08:45 AM 10 58 20 0 88 8 22 3 0 33 21 58 6 0 85 5 24 26 0 55 261 Total 29 211 50 0 290 35 88 27 0 150 58 205 17 0 280 16 131 46 0 193 913 02:30 PM 11 47 9 0 67 16 39 20 1 76 15 42 5 0 62 3 57 13 0 73 278 02:45 PM 9 50 8 0 67 19 43 8 0 70 20 64 6 0 90 2 77 23 0 102 329 Total 1 20 97 17 0 134 1 35 82 28 1 146 1 35 106 11 0 152 5 134 36 0 175 1 607 03:00 PM 10 52 7 0 69 13 45 15 0 73 10 53 5 0 68 4 49 8 0 61 271 03:15 PM 18 56 9 0 83 17 59 24 0 100 13 42 6 0 61 6 28 12 0 46 290 03:30 PM 8 52 10 0 70 28 38 21 0 87 12 62 9 0 83 8 47 14 0 69 309 03:45 PM 7 63 13 0 83 21 40 18 0 79 17 50 3 0 70 4 45 17 0 66 298 Total 43 223 39 0 305 79 182 78 0 339 52 207 23 0 282 22 169 51 0 242 1168 04:00 PM 18 72 9 0 99 23 52 20 0 95 17 53 6 0 76 12 16 8 0 36 306 04:15 PM 16 64 11 0 91 22 54 26 0 102 16 60 9 0 85 3 35 7 0 45 323 Grand Total 229 859 161 0 1249 227 670 205 1 1103 239 850 90 0 1179 81 693 205 0 979 4510 Apprch% 18.3 68.8 12.9 0 20.6 60.7 18.6 0.1 20.3 72.1 7.6 0 8.3 70.8 20.9 0 Total% 5.1 19 3.6 0 27.7 5 14.9 4.5 0 24.5 5.3 18.8 2 0 26.1 1.8 15.4 4.5 0 21.7 Ge.-lTraft 229 801 160 0 1190 225 665 201 1 1092 236 786 89 0 1111 80 692 205 0 977 4370 iG-1T.ffi� 100 93.2 99.4 0 95.3 99.1 99.3 98 100 99 98.7 92.5 98.9 0 94.2 98.8 99.9 100 0 99.8 96.9 0 58 1 0 59 2 5 4 0 11 3 64 1 0 68 1 1 0 0 2 140 0 6.8 0.6 0 4.7 0.9 0.7 2 0 1 1.3 7.5 1.1 0 5.8 1.2 0.1 0 0 0.2 3.1 T�a L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Black Cat Rd Intersection:McMillan Rd / Black Cat Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 2 Black Cat Road Out In Total 1216 1 1190 k2;4�0666 59 1282 1249 229 801 1601 0 0 58 1 0 2291 8591 161 0 Right T�u Le� Peds ocom �o'n gm 0 0 _ _ DO) Wco N N N 1 I,, N O O F 4 N0, (O QDC v NA M North wcnao`Y� 0 f-N O) (O ((0 +-�r 0> 0) c F 12/9/2021 07:00 AM c o o - m— o 12/9/2021 04:15 PM o > ao eot r w�N M m rn + General Traffic �x a o p rn rn o C)l 0 3+Axle HeavyTruck N N o IDm�aom d N o rn rn o Left Thru Right Peds 89 786 236 0 1 64 3 0 90 850 239 0 82 181 93 11045 1179 2324 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Black Cat Rd Intersection:McMillan Rd / Black Cat Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 3 F Black Cat Road McMillan Road Black Cat Road McMillan Road From North From East From South From West Start Time Right Thru Left Peds App.TINaI Rl t Thru heft Peds App.Tow Rl t Thrtt heft Peds A.Total Right ThrR Left Peds App.TINaI In[.To al Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 22 47 8 0 77 5 41 5 0 51 13 38 3 0 54 6 39 11 0 56 238 07:15 AM 47 52 9 0 108 9 75 7 0 91 16 48 3 0 67 4 48 9 0 61 327 07:30 AM 15 52 9 0 76 7 48 9 0 64 17 67 8 0 92 6 71 18 0 95 327 07:45 AM 19 41 9 0 69 12 48 5 0 65 15 66 10 0 91 7 50 19 0 76 301 Total volume 103 192 35 0 330 33 212 26 0 271 61 219 24 0 304 23 208 57 0 288 1193 %App.Total 31.2 58.2 10.6 0 12.2 78.2 9.6 0 20.1 72 7.9 0 8 72.2 19.8 0 PHF .548 .923 .972 .000 .764 .688 .707 .722 .000 .745 .897 .817 .600 .000 .826 .821 .732 .750 .000 .758 .912 General Traffic 103 190 35 0 328 32 211 25 0 268 60 210 24 0 294 23 208 57 0 288 1178 i Geee<al Trame 100 99.0 100 0 99.4 97.0 99.5 96.2 0 98.9 98.4 95.9 100 0 96.7 100 100 100 0 100 98.7 0 2 0 0 2 1 1 1 0 3 1 9 0 0 10 0 0 0 0 0 15 "'"''-- 0 1.0 0 0 0.6 3.0 0.5 3.8 0 1.1 1.6 4.1 0 0 3.3 0 0 0 0 0 1.3 T�a Black Cat Road Out In Total 299 328 627 10 2 12 309 330 639 103 190 351 0 0 2 01 0 1031 1 921 351 0 Right T�u Le� Peds Peak Hour Data N�N LO L 0 O O J W W W 0 W N W nooao � North AA'wT� lY a00 O no N N N N Peak Hour Begins at 07:00 A c N _ N MO Cl).� V � N N'L General Traffic m 'W ou �1 ro— j + 3+Axle Heavy Trucks �x ��„ a pm rMi 000� cn No a) o. d ru o0o tVilA�m Left Thru Right Peds 24 210 60 0 0 9 1 0 24 219 61 0 P5 241 304 13 545 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Black Cat Rd Intersection:McMillan Rd / Black Cat Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 4 Black Cat Road McMillan Road Black Cat Road McMillan Road From North From East From South From West Start Time Right I Thru I Left Peds I Aw.To Rigbt I Thru I Left Peds A,,.T.W I Right I Thru I Left Peds L Ap.Taz1 Right I Thru I Left Peds App.To ai nr.To at Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:00 AM 07:15 AM 07:00 AM +0 mins. 22 47 8 0 77 5 41 5 0 51 16 48 3 0 67 6 39 11 0 56 +15 mins. 47 52 9 0 108 9 75 7 0 91 17 67 8 0 92 4 48 9 0 61 +30 mins. 15 52 9 0 76 7 48 9 0 64 15 66 10 0 91 6 71 18 0 95 +45 mins. 19 41 9 0 69 12 48 5 0 65 7 50 7 0 64 7 50 19 0 76 Total volume 103 192 35 0 330 33 212 26 0 271 55 231 28 0 314 23 208 57 0 288 %App.Total 31.2 58.2 10.6 0 12.2 78.2 9.6 0 17.5 73.6 8.9 0 8 72.2 19.8 0 PHF .548 .923 .972 .000 .764 .688 .707 .722 .000 .745 .809 .862 .700 .000 .853 .821 .732 .750 .000 .758 General Traffic 103 190 35 0 328 32 211 25 0 268 54 215 28 0 297 23 208 57 0 288 %General Traffic 100 99 100 0 99.4 97 99. 96. 0 98.9 98. 93. 100 0 94.6 100 100 100 0 100 5 2 2 1 0 2 0 0 2 1 1 1 0 3 1 16 0 0 17 0 0 0 0 0 0 1 0 0 0.6 3 0.5 3.8 0 1.1 1.8 6.9 0 0 5.4 0 0 0 0 0 Black Cat Road In-Peak Hour:07:00 AM 328 2 330 103 190 351 0 0 2 01 0 1031 1 921 351 0 Right T�u Le� Peds Peak Hour Data to to O J T W N a� oo o oo North m K ca O O a0 O W N N g N N General Traffic c N o m= c r o m� 3+Axle Heavy Trucks -4 rn Y N NL W oo o.11 O OO. O O O O C D a, o 3 d o00 F" Left Thru Right Peds 28 215 54 0 0 16 1 0 281 2311 55 0 297 17 314 In-Peak Hour:07:15 AM L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Black Cat Rd Intersection:McMillan Rd / Black Cat Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 5 Black Cat Road McMillan Road Black Cat Road McMillan Road From North From East From South From West Start Time Right I Thru I Left Peds IApp.Toal Right I Thru I Left Peds App.Tux Right I Thru I Left Peds I App.T-1 Right I Thru I Left Peds App.T-i Inc Total Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 8 52 10 0 70 28 38 21 0 87 12 62 9 0 83 8 47 14 0 69 309 03:45 PM 7 63 13 0 83 21 40 18 0 79 17 50 3 0 70 4 45 17 0 66 298 04:00 PM 18 72 9 0 99 23 52 20 0 95 17 53 6 0 76 12 16 8 0 36 306 04:15 PM 16 64 11 0 91 22 54 26 0 102 16 60 9 0 85 3 35 7 0 45 323 Total volume 49 251 43 0 343 94 184 85 0 363 62 225 27 0 314 27 143 46 0 216 1236 App.Total 14.3 73.2 12.5 0 25.9 50.7 23.4 0 19.7 71.7 8.6 0 12.5 66.2 21.3 0 PHF .681 .872 .827 .000 .866 .839 .852 .817 .000 .890 .912 .907 .750 .000 .924 .563 .761 .676 .000 .783 .957 General Traffic 49 233 43 0 325 94 183 85 0 362 62 214 26 0 302 27 142 46 0 215 1204 i Geae<ai Traffic 100 92.8 100 0 94.8 100 99.5 100 0 99.7 100 95.1 96.3 0 96.2 100 99.3 100 0 99.5 97.4 0 18 0 0 18 0 1 0 0 1 0 11 1 0 12 0 1 0 0 1 32 0 7.2 0 0 5.2 0 0.5 0 0 0.3 0 4.9 3.7 0 3.8 0 0.7 0 0 0.5 2.6 Black Cat Road Out In Total 3541 3251 1 679 111 181 1 29 365 4 708 49 233 43 0 0 18 0 0 491 251 43 0 Right Thu Left Peds Peak Hour Data o� cp O -o N-th North °D' m v v s 0 N N �� Peak Hour Begins at 03:30 P ~� A w m w w>> N o N L General Traffic w N . tb N o 3+axle Heavy Trucks O Co Cn a O N N 0 0 0 N O O D N d O N d N O00 Left Thru Right Peds 26 214 62 0 1 11 0 0 27 225 62 0 363 3014 6300 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Black Cat Rd Intersection:McMillan Rd / Black Cat Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 6 Black Cat Road McMillan Road Black Cat Road McMillan Road From North From East From South From West Start Time Right I Thru I Left Peds I Am.TINi I Rigbt Thru I Left Peds A,,.T.W I Right I Thru I Left Peds AM.T-1 Right I Thru I Left Peds App.Toal TOeI Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 03:30 PM 03:30 PM 03:30 PM 02:30 PM +0 mins. 8 52 10 0 70 28 38 21 0 87 12 62 9 0 83 3 57 13 0 73 +15 mins. 7 63 13 0 83 21 40 18 0 79 17 50 3 0 70 2 77 23 0 102 +30 mins. 18 72 9 0 99 23 52 20 0 95 17 53 6 0 76 4 49 8 0 61 +45 mins. 16 64 11 0 91 22 54 26 0 102 16 60 9 0 85 6 28 12 0 46 Total volume 49 251 43 0 343 94 184 85 0 363 62 225 27 0 314 15 211 56 0 282 %App.Total 14.3 73.2 12.5 0 25.9 50.7 23.4 0 19.7 71.7 8.6 0 5.3 74.8 19.9 0 PHF .681 .872 .827 .000 .866 .839 .852 .817 .000 .890 .912 .907 .750 .000 .924 .625 .685 .609 .000 .691 General Traffic 49 233 43 0 325 94 183 85 0 362 62 214 26 0 302 15 211 56 0 282 %General Traffic 100 92. 100 0 94.8 100 99. 100 0 99.7 100 95. 96.3 0 96.2 100 100 100 0 100 8 5AxcHearyT e 0 18 0 0 18 0 1 0 0 1 0 11 1 0 12 0 0 0 0 0 0 7.2 0 0 5.2 0 0.5 0 0 0.3 0 4.9 3.7 0 3.8 0 0 0 0 0 T.ac, Black Cat Road In-Peak Hour:03:30 PM 325 18 343 49 233 43 0 0 18 01 0 491 2511 431 0 Right T�u Le� Peds Peak Hour Data a to to O J A O A m N o North m K gN Fu—o N w w�� General Traffic ~� a w o m= o 3+Axle Heavy Trucks rn rn Y L CDCID W'rQ O O �xtoDi o co Zn wa 0 cD CD ur o. cl d o00 Left Thru Right Peds 26 214 62 0 1 11 0 0 271 2251 62 0 302 12 314 In-Peak Hour:03:30 PM L2 Data Collection =ataCollection.com Idaho (208) 860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Black Cat Rd Intersection:McMillan Rd / Black Cat Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 7 Image 1 Black Cat Road and McMillian Road I Ca�cn Corty,Itlahc r� r X 17.s,ti + •a--ti f r r La. h; A I i L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & McDermott Rd Intersection:McMillan Rd / McDermott Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 1 Groups Printed-General Traffic-3+Axle Heavy Trucks McDermott Road McMillan Road McDermott Road McMillan Road From North From East From eft From West Start Tune Right Thru Left Peds App.T-1 Right Thru Left Peds App.T.ui Right Thru LPlI Peds App.Tota Rl ht Thru LPft PedS App.Toal nt.TOal 07:00 AM 2 6 2 0 10 5 62 4 0 71 4 2 6 0 12 0 30 4 0 34 127 07:15 AM 7 6 1 0 14 5 116 2 0 123 4 7 6 0 17 1 42 13 0 56 210 07:30 AM 7 15 11 2 35 27 55 6 0 88 7 15 7 0 29 4 85 17 0 106 258 07:45 AM 9 18 25 0 52 43 27 9 0 79 8 20 2 0 30 2 36 4 0 42 203 Total 25 45 39 2 111 80 260 21 0 361 23 44 21 0 88 7 193 38 0 238 798 08:00 AM 3 9 11 0 23 2 16 9 0 27 8 7 1 0 16 1 19 4 0 24 90 08:15 AM 0 4 1 0 5 1 23 6 0 30 4 4 0 0 8 0 21 0 0 21 64 08:30 AM 1 6 1 0 8 2 20 3 0 25 2 3 0 0 5 0 16 1 0 17 55 08:45 AM 0 5 2 0 7 1 16 0 0 17 5 4 0 0 9 0 10 0 0 10 43 Total 4 24 15 0 43 6 75 18 0 99 19 18 1 0 38 1 66 5 0 72 252 02:30 PM 4 4 0 0 8 5 39 5 0 49 3 3 1 0 7 2 79 21 0 102 166 02:45 PM 1 2 2 0 5 8 33 4 0 45 2 4 4 0 10 1 91 18 0 110 170 Total 1 5 6 2 0 13 1 13 72 9 0 94 1 5 7 5 0 17 3 170 39 0 212 1 336 03:00 PM 0 4 2 0 6 13 28 4 0 45 4 7 4 0 15 2 29 4 0 35 101 03:15 PM 1 10 1 0 12 21 37 3 0 61 3 16 3 0 22 1 23 5 0 29 124 03:30 PM 6 13 19 0 38 6 21 8 0 35 5 9 0 0 14 0 26 6 0 32 119 03:45 PM 4 24 22 0 50 4 28 5 0 37 2 7 1 0 10 2 23 1 0 26 123 Total 11 51 44 0 106 44 114 20 0 178 14 39 8 0 61 5 101 16 0 122 467 04:00 PM 2 3 5 0 10 2 43 12 0 57 2 3 3 0 8 2 8 0 0 10 85 04:15 PM 2 5 3 0 10 2 31 3 0 36 10 5 4 0 19 0 14 0 0 14 79 Grand Total 49 134 108 2 293 147 595 83 0 825 73 116 42 0 231 18 552 98 0 668 2017 Apprch% 16.7 45.7 36.9 0.7 17.8 72.1 10.1 0 31.6 50.2 18.2 0 2.7 82.6 14.7 0 Total% 2.4 6.6 5.4 0.1 14.5 7.3 29.5 4.1 0 40.9 3.6 5.8 2.1 0 11.5 0.9 27.4 4.9 0 33.1 Ge.-lTraft 49 131 107 2 289 147 589 82 0 818 73 115 42 0 230 18 551 98 0 667 2004 i cen�i T em 100 97.8 99.1 100 98.6 100 99 98.8 0 99.2 100 99.1 100 0 99.6 100 99.8 100 0 99.9 99.4 0 3 1 0 4 0 6 1 0 7 0 1 0 0 1 0 1 0 0 1 13 0 2.2 0.9 0 1.4 0 1 1.2 0 0.8 0 0.9 0 0 0.4 0 0.2 0 0 0.1 0.6 T�� L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & McDermott Rd Intersection:McMillan Rd / McDermott Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 2 McDermott Road Out In Total 360 289 649 1 4 5 361 293 654 49 131 1071 2 0 3 1 0 491 34 108 2 Right T�u Le� Peds mnLO O0iO CD 1 *�{.pZ1 O M M J A A V j O F F-r V O V W W M -a N North CO n co u`ci t� ��v cn 3 c F 12/9/2021 07:00 AM c con rn m m— o 12/9/2021 04:15 PM N > �L r cnVao � o m m j + General Traffic �x SOD, N a 0 ca0o coo 0 0 0 3+Axle HeavyTruck m N N_ a) CD N A N O_ N 000 OD(O(O— 4-] T r Left Thru Right Peds 42 115 73 0 0 1 0 0 42 116 73 0 235 2310 466 461 Out In Total L2 Data Collection I-MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & McDermott Rd Intersection:McMillan Rd / McDermott Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 3 McDermott Road McMillan Road McDermott Road McMillan Road From North LFromEast From South From West Start Time Right Thru Left Peds App.To i Right Thra Left Peds App.T.. Right n ru Left Peds App.Total Rl ht Thru Left Peds Am.T-, Int.Total Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 2 6 2 0 10 5 62 4 0 71 4 2 6 0 12 0 30 4 0 34 127 07:15 AM 7 6 1 0 14 5 116 2 0 123 4 7 6 0 17 1 42 13 0 56 210 07:30 AM 7 15 11 2 35 27 55 6 0 88 7 15 7 0 29 4 85 17 0 106 258 07:45 AM 9 18 25 0 52 43 27 9 0 79 8 20 2 0 30 2 36 4 0 42 203 Total volume 25 45 39 2 111 80 260 21 0 361 23 44 21 0 88 7 193 38 0 238 798 App.Total 22.5 40.5 35.1 1.8 22.2 72 5.8 0 26.1 50 23.9 0 2.9 81.1 16 0 PHF .694 .625 .390 .250 .534 .465 .560 .583 .000 .734 .719 .550 .750 .000 .733 .438 .568 .559 .000 .561 .773 General Traffic 25 44 39 2 110 80 260 21 0 361 23 43 21 0 87 7 193 38 0 238 796 i Geae<al Traffic 100 97.8 100 100 99.1 100 100 100 0 100 100 97.7 100 0 98.9 100 100 100 0 100 99.7 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 2 0 2.2 0 0 0.9 0 0 0 0 0 0 2.3 0 0 1.1 0 0 0 0 0 0.3 T�a McDermott Road Out In Total 161 110 271 1 1 2 162 111 273 25 44 391 2 0 1 01 0 251 451 391 2 Right TIu Le� Peds Peak Hour Data �4- M ��� T F J on On N N '0 MOM North o0o NON... Peak Hour Begins at 07:00 A ~� 0)0 0 _N N m w o n. rn rn Low General Traffic rCD o L) o o m E + 3+Axle Heavy Trucks ;—x o a �o o � O M M O O O w 17 UO N p d N 0 0 0 Left Thru Right Peds 21 43 23 0 0 1 0 0 21 44 23 0 73 88 161 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & McDermott Rd Intersection:McMillan Rd / McDermott Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 4 McDermott Road McMillan Road McDermott Road McMillan Road From North From East From South From West Start Time Right I Thru I Left Peds I Aw.Totei I Rigbt I Thru I Left Peds A,,.T.W I Ri ht I T uu I Left Peds L Ap.Tazl Right I Thru I Left Peds Am.Toni Int.To at Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:00 AM 07:15 AM 07:00 AM +0 mins. 7 6 1 0 14 5 62 4 0 71 4 7 6 0 17 0 30 4 0 34 +15 mins. 7 15 11 2 35 5 116 2 0 123 7 15 7 0 29 1 42 13 0 56 +30 mins. 9 18 25 0 52 27 55 6 0 88 8 20 2 0 30 4 85 17 0 106 +45 mins. 3 9 11 0 23 43 27 9 0 79 8 7 1 0 16 2 36 4 0 42 Total volume 26 48 48 2 124 80 260 21 0 361 27 49 16 0 92 7 193 38 0 238 %App.Total 21 38.7 38.7 1.6 22.2 72 5.8 0 29.3 53.3 17.4 0 2.9 81.1 16 0 PHF .722 .667 .480 .250 .596 .465 .560 .583 .000 .734 .844 .613 .571 .000 .767 .438 .568 .559 .000 .561 General Traffic 26 47 48 2 123 80 260 21 0 361 27 48 16 0 91 7 193 38 0 238 %General Traffic 100 97. 100 100 99.2 100 100 100 0 100 100 98 100 0 98.9 100 100 100 0 100 3,A.k 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 %3+Ax— 0 2.1 0 0 0.8 0 0 0 0 0 0 2 0 0 1.1 0 0 0 0 0 Trucke McDermott Road In-Peak Hour:07:15 AM 123 1 124 26 47 481 2 0 1 01 0 261 481 481 2 Right Tju Leo Peds Peak Hour Data a m cn= 11 s O J "3'000 v� ch o m North m K ca Xo g N o N General Traffic ~c o o o o m o r o n � 3+Axle HeavyTrucks CD —600 �ti i CIDx�o�t o m o°' 000 D ur CD 3 d 000 Left Thru Right Peds 16 48 27 0 0 1 0 0 16 49 27 0 91 1 92 In-Peak Hour:07:15 AM L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & McDermott Rd Intersection:McMillan Rd / McDermott Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 5 McDermott Road McMillan Road McDermott Road McMillan Road From North From East From South From West Start Time Right I Thru I Left Peds IApp.Toal Right I Thru I Left Peds App.Total Right Thru Left Peds App.Total Right I Thru I Left Peds AmT.., I Ia.Taal Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 4 4 0 0 8 5 39 5 0 49 3 3 1 0 7 2 79 21 0 102 166 02:45 PM 1 2 2 0 5 8 33 4 0 45 2 4 4 0 10 1 91 18 0 110 170 03:00 PM 0 4 2 0 6 13 28 4 0 45 4 7 4 0 15 2 29 4 0 35 101 03:15 PM 1 10 1 0 12 21 37 3 0 61 3 16 3 0 22 1 23 5 0 29 124 Total volume 6 20 5 0 31 47 137 16 0 200 12 30 12 0 54 6 222 48 0 276 561 App.Total 19.4 64.5 16.1 0 23.5 68.5 8 0 22.2 55.6 22.2 0 2.2 80.4 17.4 0 PHF .375 .500 .625 .000 .646 .560 .878 .800 .000 .820 .750 .469 .750 .000 .614 .750 .610 .571 .000 .627 .825 General Traffic 6 19 4 0 29 47 136 16 0 199 12 30 12 0 54 6 221 48 0 275 557 i Ga.—]Traffic 100 95.0 80.0 0 93.5 100 99.3 100 0 99.5 100 100 100 0 100 100 99.5 100 0 99.6 99.3 0 1 1 0 2 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 4 0 5.0 20.0 0 6.5 0 0.7 0 0 0.5 0 0 0 0 0 0 0.5 0 0 0.4 0.7 McDermott Road Out In Total a L16 1 6 19 4 0 0 1 1 0 61 201 5 0 Right Thu Left Peds Peak Hour Data oo '76 5 N N M 7 0 '_Tl'. VOV W W... 'a N North m�' 0 In O N N N N Peak Hour Begins at 02:30 P c -4—rn m coo co.. o �� Low General Traffic o . vwo— tY 3+Axle Heavy Trucks a,o 0, a O 0 0 0 N ? ?0 4) d W W d a- y Ooo cowrn— Left Thru Right Peds 12 30 12 0 0 0 0 0 12 30 12 0 [ 95 42 54 96 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & McDermott Rd Intersection:McMillan Rd / McDermott Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 6 McDermott Road McMillan Road McDermott Road McMillan Road From North From East From South From West Start Time Right Thru Left Peds Am.TIN i I Rigbt Thru ds Left Pe A,,.Tub Ri ht I Thin Left Peds AM.T-1 Right I Thru I Left Peds Am.T-i Int.TO el Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 03:15 PM 02:30 PM 02:45 PM 02:30 PM +0 mins. 1 10 1 0 12 5 39 5 0 49 2 4 4 0 10 2 79 21 0 102 +15 mins. 6 13 19 0 38 8 33 4 0 45 4 7 4 0 15 1 91 18 0 110 +30 mins. 4 24 22 0 50 13 28 4 0 45 3 16 3 0 22 2 29 4 0 35 +45 mins. 2 3 5 0 10 21 37 3 0 61 5 9 0 0 14 1 23 5 0 29 Total volume 13 50 47 0 110 47 137 16 0 200 14 36 11 0 61 6 222 48 0 276 App.Total 11.8 45.5 42.7 0 23.5 68.5 8 0 23 59 18 0 2.2 80.4 17.4 0 PHF .542 .521 .534 .000 .550 .560 .878 .800 .000 .820 .700 .563 .688 .000 .693 .750 .610 .571 .000 .627 General Traffic 13 50 47 0 110 47 136 16 0 199 14 36 11 0 61 6 221 48 0 275 r General Traffic 100 100 100 0 100 100 99.3 100 0 99.5 100 100 100 0 100 100 99. 100 0 99.6 Ax1 H<aryT�c� 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0.7 0 0 0.5 0 0 0 0 0 0 0.5 0 0 0.4 McDermott Road In-Peak Hour:03:15 PM 110 0 110 13 50 471 0 0 0 01 0 131 501 471 0 Right Tju Leo Peds Peak Hour Data a coC)��� A O J 4 CD—4 v N N North CDK General Traffic ~c -4 C000= m o m o 3+Axle Heavy Trucks No ,;—CD oc, CIDxrnorn wa 0 � 000� ur o d o00 Left Thru Right Peds 11 36 14 0 0 0 0 0 11 36 14 0 61 0 61 In-Peak Hour:02:45 PM L2 Data Collection =ataCollection.com Idaho (208) 860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & McDermott Rd Intersection:McMillan Rd / McDermott Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 7 Image 1 McDermott Road and MaMllllan Road Cas,--2—ty,ld.F� i i a. -42 4'k L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Owyhee Storm Ave Intersection:McMillan Rd/Owyhee Storm Av Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 1 Groups Printed-General Traffic-3+Axle Heavy Trucks Private Access McMillan Road Owyhee Storm Avenue McMillan Road From North From East From{Syouth From West Start Tune Right Thru Left Peds App.Total Right Thru Left N& App.Total Right Thru Left PedS App.Tota Right Thrn Left PedS F Am Total Int.Tofel 07:00 AM 0 0 0 0 0 0 12 52 0 64 19 0 7 0 26 45 20 0 0 65 155 07:15 AM 0 0 0 0 0 0 18 112 0 130 39 0 35 0 74 58 18 0 0 76 280 07:30 AM 0 0 0 0 0 0 19 57 1 77 81 0 38 0 119 47 25 0 0 72 268 07:45 AM 0 0 0 0 0 0 26 9 0 35 9 0 5 0 14 6 30 0 0 36 85 Total 0 0 0 0 0 0 75 230 1 306 148 0 85 0 233 156 93 0 0 249 788 08:00 AM 0 0 0 0 0 0 21 4 0 25 6 0 2 0 8 3 23 0 0 26 59 08:15 AM 0 0 0 0 0 0 18 5 0 23 4 1 1 0 6 0 16 0 0 16 45 08:30 AM 0 0 0 0 0 0 20 2 0 22 1 0 1 0 2 0 16 0 0 16 40 08:45 AM 0 0 0 0 0 0 14 3 0 17 1 0 1 0 2 2 9 0 0 11 30 Total 0 0 0 0 0 0 73 14 0 87 12 1 5 0 18 5 64 0 0 69 174 02:30 PM 0 0 0 0 0 0 20 24 0 44 114 0 63 0 177 11 6 0 0 17 238 02:45 PM 0 0 0 0 0 0 21 18 0 39 78 1 44 0 123 6 13 0 0 19 181 Total 1 0 0 0 0 0 1 0 41 42 0 83 1 192 1 107 0 300 17 19 0 0 36 1 419 03:00 PM 0 0 0 0 0 0 26 4 0 30 15 1 9 0 25 5 14 0 0 19 74 03:15 PM 0 0 0 0 0 1 34 9 0 44 20 0 0 0 20 1 11 0 0 12 76 03:30 PM 0 0 0 0 0 0 21 7 0 28 16 0 8 0 24 4 17 0 0 21 73 03:45 PM 0 0 0 0 0 0 30 3 0 33 7 0 5 0 12 2 15 0 0 17 62 Total 0 0 0 0 0 1 111 23 0 135 58 1 22 0 81 12 57 0 0 69 285 04:00 PM 0 0 0 0 0 0 32 12 0 44 3 0 3 0 6 4 9 0 0 13 63 04:15 PM 0 0 0 0 0 0 31 12 0 43 4 0 1 0 5 3 10 0 0 13 61 Grand Total 0 0 0 0 0 1 363 333 1 698 417 3 223 0 643 197 252 0 0 449 1790 Apprch% 0 0 0 0 0.1 52 47.7 0.1 64.9 0.5 34.7 0 43.9 56.1 0 0 Total% 0 0 0 0 0 0.1 20.3 18.6 0.1 39 23.3 0.2 12.5 0 35.9 11 14.1 0 0 25.1 oenelTaft 0 0 0 0 0 1 357 333 1 692 417 3 223 0 643 197 251 0 0 448 1783 %G-1 Traffic 0 0 0 0 0 100 98.3 100 100 99.1 100 100 100 0 100 100 99.6 0 0 99.8 99.6 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 1 0 0 1 7 0 0 0 0 0 0 1.7 0 0 0.9 0 0 0 0 0 0 0.4 0 0 0.2 0.4 T�a L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Owyhee Storm Ave Intersection:McMillan Rd/Owyhee Storm Av Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 2 Private Access Out In Total 4 0 A40 04 0 0 0 0 0 0 0 0 0 01 01 0 0 Right T�u Le� Peds ao -To o 0 o 6 N M FO O J f.�.�p� � �O v N North cO'0D O W--OF, N N L� ��W W c v F 1219/2021 07:00 AM c W 0)v m r o n 12/9/2021 04: iF 15 PM m m> N W W W 01 N a7 o o m D + General Traffic �x��'v o<<^', a p o 0 0 3+Axle HeavyTruck �_ �_ d NC rn rnm o� � o 4-] T r Left Thru Right Peds 223 3 417 0 0 0 0 0 223 3 417 0 1173 530 643 1173 Out In Total L2 Data Collection I-MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Owyhee Storm Ave Intersection:McMillan Rd/Owyhee Storm Av Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 3 Private Access McMillan Road Owyhee Storm Avenue McMillan Road From North LFrom Pe,East From South From West Start Time Right Thru Left Peds Am.To i Right Thra Left P App.T.. Right ntru Left ds Pe App.Total Rl ht Thru Left Peds App.T-, lat.TO al Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 0 0 0 0 0 0 12 52 0 64 19 0 7 0 26 45 20 0 0 65 155 07:15 AM 0 0 0 0 0 0 18 112 0 130 39 0 35 0 74 58 18 0 0 76 280 07:30 AM 0 0 0 0 0 0 19 57 1 77 81 0 38 0 119 47 25 0 0 72 268 07:45 AM 0 0 0 0 0 0 26 9 0 35 9 0 5 0 14 6 30 0 0 36 85 Total volume 0 0 0 0 0 0 75 230 1 306 148 0 85 0 233 156 93 0 0 249 788 App.Total 0 0 0 0 0 24.5 75.2 0.3 63.5 0 36.5 0 62.7 37.3 0 0 PHF .000 .000 .000 .000 .000 .000 .721 .513 .250 .588 .457 .000 .559 .000 .489 .672 .775 .000 .000 .819 .704 General Traffic 0 0 0 0 0 0 75 230 1 306 148 0 85 0 233 156 93 0 0 249 788 i Gexe<a1 Traffic 0 0 0 0 0 0 100 100 100 100 100 0 100 0 100 100 100 0 0 100 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 rNcs Private Access Out In Total 0 0 0A00 0 0 0 0 0 0 0 0 0 0 01 01 0 0 Right T�u Le� Peds Peak Hour Data m000 000�� 1 F� J N N� m o00 North �000 N o Peak Hour Begins at 07:00 A ~c o _ m morn. o o� m m t General Traffic r�, N rn o rn o 0 0 + 3+Axle HeavyTrucks �x o 0 o o. 1 O 000N CDm Left Thru Right Peds 85 0 148 0 0 0 0 0 85 0 148 0 619 386 233 619; Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Owyhee Storm Ave Intersection:McMillan Rd/Owyhee Storm Av Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 4 Private Access McMillan Road Owyhee Storm Avenue McMillan Road From North From East From South From West Start Time Right I Thru I Left Peds I Aw.To Right I Thru I Left Peds A,,.T.W Right I Thru I Left Peds I A,.TWxl R ht Thru Left Peds Am.T-i I Int.Toat Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:00 AM 07:00 AM 07:00 AM +0 mins. 0 0 0 0 0 0 12 52 0 64 19 0 7 0 26 45 20 0 0 65 +15 mins. 0 0 0 0 0 0 18 112 0 130 39 0 35 0 74 58 18 0 0 76 +30 mins. 0 0 0 0 0 0 19 57 1 77 81 0 38 0 119 47 25 0 0 72 +45 mins. 0 0 0 0 0 0 26 9 0 35 9 0 5 0 14 6 30 0 0 36 Total volume 0 0 0 0 0 0 75 230 1 306 148 0 85 0 233 156 93 0 0 249 %App.Total 0 0 0 0 0 24.5 75.2 0.3 63.5 0 36.5 0 62.7 37.3 0 0 PHF .000 .000 .000 .000 .000 .000 .721 .513 .250 .588 .457 .000 .559 .000 .489 .672 .775 .000 .000 .819 General Traffic 0 0 0 0 0 0 75 230 1 306 148 0 85 0 233 156 93 0 0 249 i Gene Traffic 0 0 0 0 0 0 100 100 100 100 100 0 too 0 100 100 100 0 0 100 A.Iex<..r— 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 +A,exea 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 rNcs Private Access In-Peak Hour:07:00 AM 0 0 0 0 0 0 0 0 0 0 0 01 01 01 0 Right Thu Left Peds Peak Hour Data 000�� O m o m o rn North CD ofN o FS N H� General Traffic o m= o 0 o y 3+Axle HeavyTrucks o o Coco)- �ti � 000 00 0 c Li 000y _U D d fl 3 a cl. T F+ Left Thru Right Peds 85 0 148 0 0 0 0 0 85 0 148 0 233 0 233 In-Peak Hour:07:00 AM L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Owyhee Storm Ave Intersection:McMillan Rd/Owyhee Storm Av Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 5 Private Access McMillan Road Owyhee Storm Avenue McMillan Road From North From East From South From West Start Time R ht Thra Left Peds App.Toal Ri t Thnx Loft Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.T.., Int.TOtal Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 0 0 0 0 0 0 20 24 0 44 114 0 63 0 177 11 6 0 0 17 238 02:45 PM 0 0 0 0 0 0 21 18 0 39 78 1 44 0 123 6 13 0 0 19 181 03:00 PM 0 0 0 0 0 0 26 4 0 30 15 1 9 0 25 5 14 0 0 19 74 03:15 PM 0 0 0 0 0 1 34 9 0 44 20 0 0 0 20 1 11 0 0 12 76 Total volume 0 0 0 0 0 1 101 55 0 157 227 2 116 0 345 23 44 0 0 67 569 App.Total 0 0 0 0 0.6 64.3 35 0 65.8 0.6 33.6 0 34.3 65.7 0 0 PHF .000 .000 .000 .000 .000 .250 .743 .573 .000 .892 .498 .500 .460 .000 .487 .523 .786 .000 .000 .882 .598 General Traffic 0 0 0 0 0 1 100 55 0 156 227 2 116 0 345 23 43 0 0 66 567 i Ga.—]Traffic 0 0 0 0 0 100 99.0 100 0 99.4 100 100 100 0 100 100 97.7 0 0 98.5 99.6 AxcHearyT e 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 2 0 0 0 0 0 0 1.0 0 0 0.6 0 0 0 0 0 0 2.3 0 0 1.5 0.4 T.ac, Private Access Out In Total 3 0 0 0 0 3 3 0 0 0 0 0 0 0 0 01 01 0 0 Right Thu Left Peds Peak Hour Data y N 0 0 0 f F N N J '1—2� N N 0 O V v CO—v North m v a s 0 Peak Hour Begins at 02:30 P ~c o 0 m co N N't General Traffic -4—rn . n 3+Axle HeavyTrucks oCn a O N N 0 0 0 N ? ?0 N COLa- N 0 0 0 OD N F+ Left Thru Right Peds 116 2 227 0 0 0 0 0 116 2 227 0 423 78 345 14223 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Owyhee Storm Ave Intersection:McMillan Rd/Owyhee Storm Av Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 6 Private Access McMillan Road Owyhee Storm Avenue McMillan Road From North From East From South L From West Start Time Right Thru Left Peds Am.TINi Right Thru Left Peds A,,.T.W Right Thal Left Peds AM.TWal R ht Thra Left Peds Am.T-i I Int.TOe1 Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 12:00 PM 02:30 PM 02:30 PM 02:45 PM +0 mins. 0 0 0 0 0 0 20 24 0 44 114 0 63 0 177 6 13 0 0 19 +15 mins. 0 0 0 0 0 0 21 18 0 39 78 1 44 0 123 5 14 0 0 19 +30 mins. 0 0 0 0 0 0 26 4 0 30 15 1 9 0 25 1 11 0 0 12 +45 mins. 0 0 0 0 0 1 34 9 0 44 20 0 0 0 20 4 17 0 0 21 Total volume 0 0 0 0 0 1 101 55 0 157 227 2 116 0 345 16 55 0 0 71 %App.Total 0 0 0 0 0.6 64.3 35 0 65.8 0.6 33.6 0 22.5 77.5 0 0 PHF .000 .000 .000 .000 .000 .250 .743 .573 .000 .892 .498 .500 .460 .000 .487 .667 .809 .000 .000 .845 General Traffic 0 0 0 0 0 1 100 55 0 156 227 2 116 0 345 16 54 0 0 70 %General Traffic 0 0 0 0 0 100 99 100 0 99.4 100 100 100 0 100 100 98. 0 0 98.6 AxcHearyT e 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 0 0 0.6 0 0 0 0 0 0 1.8 0 0 1.4 T.ac, Private Access In-Peak Hour:12:00 PM 0 0 0 0 0 0 0 0 0 0 0 01 01 0 0 Right T�u Le� Peds Peak Hour Data a J 3 -o N ,n North ca lo Lo in General Traffic ~c o0 0 m= o 3+Axle Heavy Trucks c wCIDCD 0 000� C ID CD o00 Left Thru Right Peds 116 2 227 0 0 0 0 0 116 2 227 0 345 0 345 In-Peak Hour:02:30 PM L2 Data Collection =ataCollection.com Idaho (208) 860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Owyhee Storm Ave Intersection:McMillan Rd/Owyhee Storm Av Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 7 Image 1 Storm Avenue and McMillian Road C.,c-C—Ly.ld.h� ; . r y L 1 L2 Data Collection 1_21DataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Rustic Oak Way Intersection:McMillan Rd /Rustic Oak Way Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Yields - RDBT Page No : 1 Groups Printed-General Traffic-3+Axle Heavy Trucks Unknown Access McMillan Road Rustic Oak Way McMillan Road L�F�rom North L�FroTm�yEast mL�F�rom South From West Start Tlnle Right Tell LL Left PedS Ap.T-1 Right Th LL Left Nd$ App.Total Right l lll LL Left Peds AyP.T w Right Thnl heft Pe& Am T-, n[.TOtal 07:00 AM 7 0 6 1 14 4 64 2 0 70 17 0 4 0 21 1 31 5 0 37 142 07:15 AM 5 1 5 0 11 1 115 1 0 117 5 2 6 0 13 1 40 7 0 48 189 07:30 AM 5 0 3 0 8 6 73 1 0 80 15 1 3 0 19 9 78 10 0 97 204 07:45 AM 3 0 8 0 11 8 66 4 0 78 9 3 7 0 19 5 58 14 0 77 185 Total 20 1 22 1 44 19 318 8 0 345 46 6 20 0 72 16 207 36 0 259 720 08:00 AM 1 0 5 0 6 8 25 2 0 35 15 2 1 0 18 0 26 14 0 40 99 08:15 AM 4 0 9 0 13 4 26 8 0 38 13 0 1 0 14 1 18 3 0 22 87 08:30 AM 6 0 5 0 11 1 17 3 0 21 3 1 0 0 4 1 25 2 0 28 64 08:45 AM 3 2 8 0 13 5 21 6 0 32 20 1 2 0 23 1 21 2 0 24 92 Total 14 2 27 0 43 18 89 19 0 126 51 4 4 0 59 3 90 21 0 114 342 02:30 PM 2 0 6 0 8 6 40 7 0 53 4 2 1 0 7 0 73 4 0 77 145 02:45 PM 7 0 7 0 14 10 37 6 0 53 3 1 0 1 5 4 94 7 0 105 177 Total 1 9 0 13 0 22 1 16 77 13 0 106 1 7 3 1 1 12 4 167 11 0 182 1 322 03:00 PM 7 3 6 0 16 3 52 7 0 62 5 2 1 0 8 2 36 1 0 39 125 03:15 PM 1 0 3 0 4 12 57 7 0 76 11 1 3 0 15 1 23 1 0 25 120 03:30 PM 7 0 5 0 12 8 32 11 0 51 8 1 0 0 9 6 49 1 0 56 128 03:45 PM 3 1 13 0 17 7 36 11 0 54 11 0 3 1 15 3 46 5 0 54 140 Total 18 4 27 0 49 30 177 36 0 243 35 4 7 1 47 12 154 8 0 174 513 04:00 PM 4 0 6 0 10 4 62 8 0 74 5 1 2 0 8 1 22 1 0 24 116 04:15 PM 13 5 5 0 23 5 43 17 0 65 14 1 0 0 15 2 25 0 0 27 130 Grand Total 78 12 100 1 191 92 766 101 0 959 158 19 34 2 213 38 665 77 0 780 2143 Apprch% 40.8 6.3 52.4 0.5 9.6 79.9 10.5 0 74.2 8.9 16 0.9 4.9 85.3 9.9 0 Total% 3.6 0.6 4.7 0 8.9 4.3 35.7 4.7 0 44.8 7.4 0.9 1.6 0.1 9.9 1.8 31 3.6 0 36.4 General Traffic 74 12 99 1 186 89 762 101 0 952 158 19 34 2 213 38 664 75 0 777 2128 i cenaral T.ffic 94.9 100 99 100 97.4 96.7 99.5 100 0 99.3 100 100 100 100 100 100 99.8 97.4 0 99.6 99.3 4 0 1 0 5 3 4 0 0 7 0 0 0 0 0 0 1 2 0 3 15 5.1 0 1 0 2.6 3.3 0.5 0 0 0.7 0 0 0 0 0 0 0.2 2.6 0 0.4 0.7 T�� L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Rustic Oak Way Intersection:McMillan Rd /Rustic Oak Way Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Yields - RDBT Page No : 2 Unknown Access Out In Total 183 186 5 5 188 191k73169 74 12 99 1 4 0 1 0 781 121 100 1 Right T�u Le� Peds I---o (oN I� ���� Fo J �N W co N NO to ca Northo O n M o (o (o 2 V V 12/9/2021 07:00 AM C W A N m— co o 12/9/2021 04:15 PM N N> o o + General Traffic �x o 0 0 p ano o 0 0 3+Axle Heavy Truck cL n W V N d N op o 4-] T r Left Thru Right Peds 34 19 158 2 0 0 0 0 34 19 158 2 15� 213 364 364 Out In Total L2 Data Collection I-MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Rustic Oak Way Intersection:McMillan Rd /Rustic Oak Way Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Yields - RDBT Page No : 3 Unknown Access McMillan Road Rustic Oak Way McMillan Road From North LFromEast From South From West Start Time Right Thru Left Peds Am.To i Right Thra Left Peds App.T.. Right ntru Left Peds App.Totzl Right Thru Left Peds AM.To l Int.TOal Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 7 0 6 1 14 4 64 2 0 70 17 0 4 0 21 1 31 5 0 37 142 07:15 AM 5 1 5 0 11 1 115 1 0 117 5 2 6 0 13 1 40 7 0 48 189 07:30 AM 5 0 3 0 8 6 73 1 0 80 15 1 3 0 19 9 78 10 0 97 204 07:45 AM 3 0 8 0 11 8 66 4 0 78 9 3 7 0 19 5 58 14 0 77 185 Total volume 20 1 22 1 44 19 318 8 0 345 46 6 20 0 72 16 207 36 0 259 720 %App.Total 45.5 2.3 50 2.3 5.5 92.2 2.3 0 63.9 8.3 27.8 0 6.2 79.9 13.9 0 PHF .714 .250 .688 .250 .786 .594 .691 .500 .000 .737 .676 .500 .714 .000 .857 .444 .663 .643 .000 .668 .882 General Tram 20 1 22 1 44 17 318 8 0 343 46 6 20 0 72 16 207 36 0 259 718 i G--1 Trame 100 100 100 100 100 89.5 100 100 0 99.4 100 100 100 0 100 100 100 100 0 100 99.7 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2 "'"''-- 0 0 0 0 0 10.5 0 0 0 0.6 0 0 0 0 0 0 0 0 0 0 0.3 Unknown Access Out In Total 59 44 103 2 0 2 61 44 105 20 1 22 1 0 0 0 0 201 11 221 1 Right T�u Le� Peds Peak Hour Data mr-- r-- moron 1 0(O (O NJ 1 '—f� 0 F J voi rrNorth �K 0 tT 0 O) N NjG[ L� �3 W tov N F Peak Hour Begins at 07:00 A c m o _ Low General Traffic r NNW o CD O + 3+Axle Heav Trucks �x O co o pm o 0 0 rn 0 0 a) o. �d oNau— Left Thru Right Peds 20 6 46 0 0 0 0 0 20 6 46 0 F97 25 72 97 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Rustic Oak Way Intersection:McMillan Rd /Rustic Oak Way Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Yields - RDBT Page No : 4 Unknown Access McMillan Road Rustic Oak Way McMillan Road From North From East From South From West Start Time Right I Thru I Left Peds I Am.To Rigbt I Thru I Left Peds A,,.T.W I Right I T uu I Left Peds L Ap.T-t Right I Thru I Left Peds App.To ai nr.To at Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:00 AM 07:00 AM 07:15 AM +0 mins. 7 0 6 1 14 4 64 2 0 70 17 0 4 0 21 1 40 7 0 48 +15 mins. 5 1 5 0 11 1 115 1 0 117 5 2 6 0 13 9 78 10 0 97 +30 mins. 5 0 3 0 8 6 73 1 0 80 15 1 3 0 19 5 58 14 0 77 +45 mins. 3 0 8 0 11 8 66 4 0 78 9 3 7 0 19 0 26 14 0 40 Total volume 20 1 22 1 44 19 318 8 0 345 46 6 20 0 72 15 202 45 0 262 %App.Total 45.5 2.3 50 2.3 5.5 92.2 2.3 0 63.9 8.3 27.8 0 5.7 77.1 17.2 0 PHF .714 .250 .688 .250 .786 .594 .691 .500 .000 .737 .676 .500 .714 .000 .857 .417 .647 .804 .000 .675 General Tiara 20 1 22 1 44 17 318 8 0 343 46 6 20 0 72 15 202 45 0 262 %General Traffic 100 100 100 100 100 89. 100 100 0 99.4 100 100 100 0 100 100 100 100 0 100 Ax1 H<aryT�c� 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10.. 0 0 0 0.6 0 0 0 0 0 0 0 0 0 0 Unknown Access In-Peak Hour:07:00 AM 44 0 44 20 1 221 1 0 0 01 0 201 11 221 1 Right T ju eft Peds Peak Hour Data �o in�� t J 3 _h ^'(ON�l -o r N o N North N o N o N N N 1E ��W W g N N General Traffic c 0)o CD of m= o1 3+Axle Heavy Trucks 0) Y L N VIN W oo ,;—CD oa 0 000y C D c � d n tl o00 Left Thru Right Peds 20 6 46 0 0 0 0 0 20 6 46 0 72 0 72 In-Peak Hour:07:00 AM L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Rustic Oak Way Intersection:McMillan Rd /Rustic Oak Way Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Yields - RDBT Page No : 5 Unknown Access McMillan Road Rustic Oak Way McMillan Road From North From East From South From West Start Time Right I Thru I Left Peds IApp.Toal Right I Thru I Left Peds App.Tux Right I T ru I Left Peds I App.T-1 Right I Thru I Left Peds App.T-i Int.Total Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 2 0 6 0 8 6 40 7 0 53 4 2 1 0 7 0 73 4 0 77 145 02:45 PM 7 0 7 0 14 10 37 6 0 53 3 1 0 1 5 4 94 7 0 105 177 03:00 PM 7 3 6 0 16 3 52 7 0 62 5 2 1 0 8 2 36 1 0 39 125 03:15 PM 1 0 3 0 4 12 57 7 0 76 11 1 3 0 15 1 23 1 0 25 120 Total volume 17 3 22 0 42 31 186 27 0 244 23 6 5 1 35 7 226 13 0 246 567 App.Totai 40.5 7.1 52.4 0 12.7 76.2 11.1 0 65.7 17.1 14.3 2.9 2.8 91.9 5.3 0 PHF .607 .250 .786 .000 .656 .646 .816 .964 .000 .803 .523 .750 .417 .250 .583 .438 .601 .464 .000 .586 .801 General Traffic 17 3 22 0 42 30 185 27 0 242 23 6 5 1 35 7 226 11 0 244 563 i Geae<ai Traffic 100 100 100 0 100 96.8 99.5 100 0 99.2 100 100 100 100 100 100 100 84.6 0 99.2 99.3 0 0 0 0 0 1 1 0 0 2 0 0 0 0 0 0 0 2 0 2 4 0 0 0 0 0 3.2 0.5 0 0 0.8 0 0 0 0 0 0 0 15.4 0 0.8 0.7 Unknown Access Out In Total 47 42 89 3 0 3 50 42 92 17 3 22 0 0 0 0 0 171 31 22 0 Right Thru Left Peds Peak Hour Data 76 J S W N N 0 ~ —O V C m O ro North M N N 0 N N N N N Peak Hour Begins at 02:30 PIM ~c llY r—O r—a..i A A= 1 Low General Traffic A N N . n E 3+Axle Heavy Trucks �;v 4 o-4 a O N N 0 0 0 N 0 N p_ ll N O 0 0 NNW Left Thru Right Peds 5 6 23 1 0 0 0 0 5 6 23 1 307 35 [ 72 72 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Rustic Oak Way Intersection:McMillan Rd /Rustic Oak Way Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Yields - RDBT Page No : 6 Unknown Access McMillan Road Rustic Oak Way McMillan Road From North From East From South From West Start Time Right I Thru I Left Peds I Am.TINi Rigbt Thru I Left Peds A,,.T.W I Right I Tuu I Left Peds AM.T-1 Right I Thru I Left Peds App.Toal TOeI Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 03:30 PM 03:15 PM 03:00 PM 02:30 PM +0 mins. 7 0 5 0 12 12 57 7 0 76 5 2 1 0 8 0 73 4 0 77 +15 mins. 3 1 13 0 17 8 32 11 0 51 11 1 3 0 15 4 94 7 0 105 +30 mins. 4 0 6 0 10 7 36 11 0 54 8 1 0 0 9 2 36 1 0 39 +45 mins. 13 5 5 0 23 4 62 8 0 74 11 0 3 1 15 1 23 1 0 25 Total volume 27 6 29 0 62 31 187 37 0 255 35 4 7 1 47 7 226 13 0 246 App.Total 43.5 9.7 46.8 0 12.2 73.3 14.5 0 74.5 8.5 14.9 2.1 2.8 91.9 5.3 0 PHF .519 .300 .558 .000 .674 .646 .754 .841 .000 .839 .795 .500 .583 .250 .783 .438 .601 .464 .000 .586 General Traffic 25 6 29 0 60 30 186 37 0 253 35 4 7 1 47 7 226 11 0 244 r General Traffic 92.6 100 100 0 96.8 96. 99.8 5 100 0 99.2 100 100 100 100 100 100 100 84.6 0 99.2 AxcHearyT e 2 0 0 0 2 1 1 0 0 2 0 0 0 0 0 0 0 2 0 2 "rN 7.4 0 0 0 3.2 3.2 0.5 0 0 0.8 0 0 0 0 0 0 0 15. 0 0.8 Unknown Access In-Peak Hour:03:30 PM 60 2 62 25 6 291 0 2 0 01 0 27 1 61 291 0 Right Tju eft Peds Peak Hour Data �N CMS } a J J 3 W v N co o co North CD m 0 N N F o N N N F� G4eneral Traffic ~2 N o co o m= r O n 3+Axle Heavy Trucks N N c Y L N V I N W o o I d �x V O co O _!v U1 a TcDT O .. ll N O 0 0 Left Thru Right Peds 7 4 35 1 0 0 0 0 7 4 35 1 47 0 47 In-Peak Hour:03:00 PM L2 Data Collection =ataCollection.com Idaho (208) 860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Rustic Oak Way Intersection:McMillan Rd /Rustic Oak Way Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Yields - RDBT Page No : 7 Image 1 Rustic Oak Way and McMillian Ro,4d aT.cn Ccriy.Id s I� w 1 + __ i • ti� L2 Data Collection I_2DataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Star Rd Intersection: McMillan Rd /Star Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 1 Groups Printed-General Traffic-3+Axle Heavy Trucks Star Road McMillan Road Star Road McMillan Road From North From East From South From West Start Tune Right Thru Left Peds App.Total Right Thru Left Ped$ App.To l Right Thru Left Peds App.Total Rl ht Thrn Left Peds App.Total tnt.Total 07:00 AM 1 52 47 0 100 9 6 3 0 18 6 60 0 0 66 2 11 3 0 16 200 07:15 AM 1 60 56 0 117 40 12 2 1 55 3 62 0 0 65 0 13 8 0 21 258 07:30 AM 3 89 51 0 143 37 6 5 1 49 8 61 1 0 70 0 16 7 0 23 285 07:45 AM 3 55 9 0 67 16 14 4 0 34 4 61 1 0 66 1 19 7 0 27 194 Total 8 256 163 0 427 102 38 14 2 156 21 244 2 0 267 3 59 25 0 87 937 08:00 AM 2 55 4 0 61 8 10 7 0 25 9 65 0 0 74 0 13 10 0 23 183 08:15 AM 3 43 1 0 47 5 10 4 0 19 3 56 0 0 59 2 12 4 0 18 143 08:30 AM 0 49 4 0 53 3 7 4 0 14 4 67 0 0 71 0 9 9 0 18 156 08:45 AM 1 57 4 0 62 7 6 7 0 20 1 50 0 0 51 1 5 3 0 9 142 Total 6 204 13 0 223 23 33 22 0 78 17 238 0 0 255 3 39 26 0 68 624 02:30 PM 1 43 13 0 57 63 11 2 0 76 2 57 1 0 60 0 5 3 0 8 201 02:45 PM 3 42 12 0 57 51 18 2 0 71 4 60 0 0 64 0 4 3 0 7 199 Total 1 4 85 25 0 114 1 114 29 4 0 147 1 6 117 1 0 124 0 9 6 0 15 1 400 03:00 PM 2 39 9 0 50 17 10 5 0 32 3 50 0 0 53 1 5 3 0 9 144 03:15 PM 0 50 6 0 56 11 17 8 0 36 2 59 0 0 61 0 5 2 0 7 160 03:30 PM 1 62 4 0 67 13 10 3 0 26 6 68 0 0 74 0 9 6 0 15 182 03:45 PM 4 73 5 0 82 14 17 4 0 35 4 53 1 0 58 0 9 2 0 11 186 Total 7 224 24 0 255 55 54 20 0 129 15 230 1 0 246 1 28 13 0 42 672 04:00 PM 3 51 5 0 59 16 11 7 0 34 1 85 0 0 86 0 5 9 3 17 196 04:15 PM 0 71 5 0 76 10 11 9 0 30 2 62 1 0 65 0 8 10 0 18 189 Grand Total 28 891 235 0 1154 320 176 76 2 574 62 976 5 0 1043 7 148 89 3 247 3018 Apprch% 2.4 77.2 20.4 0 55.7 30.7 13.2 0.3 5.9 93.6 0.5 0 2.8 59.9 36 1.2 Total% 0.9 29.5 7.8 0 38.2 10.6 5.8 2.5 0.1 19 2.1 32.3 0.2 0 34.6 0.2 4.9 2.9 0.1 8.2 Ge.-lTratro 26 861 234 0 1121 317 173 76 2 568 62 930 5 0 997 6 148 88 3 245 2931 %G-1 T.f1k 92.9 96.6 99.6 0 97.1 99.1 98.3 100 100 99 100 95.3 100 0 95.6 85.7 100 98.9 100 99.2 97.1 2 30 1 0 33 3 3 0 0 6 0 46 0 0 46 1 0 1 0 2 87 7.1 3.4 0.4 0 2.9 0.9 1.7 0 0 1 0 4.7 0 0 4.4 14.3 0 1.1 0 0.8 2.9 T�a L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Star Rd Intersection: McMillan Rd /Star Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 2 Star Road Out In Total 31121 2456 331 1 83 1154 2539 26 861 2341 0 2 30 1 0 281 8911 235 0 Right T�u Le� Peds ovr-Fco 0 a00 roigJ ? O F� J �O W V A A.C. m 00 0 00 North �"'A v v � 12/9/2021 07:00 AM ~'c V V m c N N m n 12/9/2021 04:15 PM rn W W > 't r arnao � j + General Traffic �x-o� Q 0 3+Axle HeavyTruck cam. m d N N O N Left Thru Right Peds 5 930 62 0 0 46 0 0 51 9761 62 0 974 1043 20177 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Star Rd Intersection: McMillan Rd /Star Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 3 Star Road McMillan Road Star Road McMillan Road From North From East From South From West Start Time Ri ht Thru Left Peds App.TINal Right Thru heft Peds App.Tow Right Thru heft Peds App.Totol Right Thru Left Peds Am.To i Int.Total Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 1 52 47 0 100 9 6 3 0 18 6 60 0 0 66 2 11 3 0 16 200 07:15 AM 1 60 56 0 117 40 12 2 1 55 3 62 0 0 65 0 13 8 0 21 258 07:30 AM 3 89 51 0 143 37 6 5 1 49 8 61 1 0 70 0 16 7 0 23 285 07:45 AM 3 55 9 0 67 16 14 4 0 34 4 61 1 0 66 1 19 7 0 27 194 Total volume 8 256 163 0 427 102 38 14 2 156 21 244 2 0 267 3 59 25 0 87 937 App.Total 1.9 60 38.2 0 65.4 24.4 9 1.3 7.9 91.4 0.7 0 3.4 67.8 28.7 0 PHF .667 .719 .728 .000 .747 .638 .679 .700 .500 .709 .656 .984 .500 .000 .954 .375 .776 .781 .000 .806 .822 General Traffic 8 253 163 0 424 102 38 14 2 156 21 229 2 0 252 3 59 25 0 87 919 i Gea—1 Traffic 100 98.8 100 0 99.3 100 100 100 100 100 100 93.9 100 0 94.4 100 100 100 0 100 98.1 31A.--- 0 3 0 0 3 0 0 0 0 0 0 15 0 0 15 0 0 0 0 0 18 "'"''`n`- 0 1.2 0 0 0.7 0 0 0 0 0 0 6.1 0 0 5.6 0 0 0 0 0 1.9 Star Road Out In Total L6 424 780 5 3 18 11 427 798 8 253 1631 0 0 3 01 0 81 2561 1631 0 Right Tju Leo Peds } Peak Hour Data R M O N O N rJ O� O J F �O O N N C m 0)CD North ANON wow" O col. s I-- Peak Hour Begins at 07:00 A ~cOn 0 IW4 _ M 0 M v v L� General Traffic m o a' o 0 O no CD 3+Axle HeavyTrucks p O 000 �0 CD a) n d OnNON co0co— Left Thru Right Peds 2 229 21 0 0 15 0 0 21 2441 21 0 1 31 15 18 273 267 540 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Star Rd Intersection: McMillan Rd /Star Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 4 Star Road McMillan Road Star Road McMillan Road From North From East From South From West Start Time Right I Thru I Left Peds I Aw.To Right I Thru I Left Peds A,,.T.W I Right I T uu I Left Peds L Ap.T-t Right Thru I Left Peds App.To ai nr.To at Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:15 AM 07:15 AM 07:15 AM +0 mins. 1 52 47 0 100 40 12 2 1 55 3 62 0 0 65 0 13 8 0 21 +15 mins. 1 60 56 0 117 37 6 5 1 49 8 61 1 0 70 0 16 7 0 23 +30 mins. 3 89 51 0 143 16 14 4 0 34 4 61 1 0 66 1 19 7 0 27 +45 mins. 3 55 9 0 67 8 10 7 0 25 9 65 0 0 74 0 13 10 0 23 Total volume 8 256 163 0 427 101 42 18 2 163 24 249 2 0 275 1 61 32 0 94 App.Total 1.9 60 38.2 0 62 25.8 11 1.2 8.7 90.5 0.7 0 1.1 64.9 34 0 PHF .667 .719 .728 .000 .747 .631 .750 .643 .500 .741 .667 .958 .500 .000 .929 .250 .803 .800 .000 .870 General Traffic 8 253 163 0 424 101 42 18 2 163 24 234 2 0 260 1 61 32 0 94 r General Traffic 100 98. 100 0 99.3 100 100 100 100 100 100 94 100 0 94.5 100 100 100 0 100 0 3 0 0 3 0 0 0 0 0 0 15 0 0 15 0 0 0 0 0 0 1.2 0 0 0.7 0 0 0 0 0 0 6 0 0 5.5 0 0 0 0 0 Tr , Star Road In-Peak Hour:07:00 AM 424 3 427 8 253 1631 0 0 3 01 0 81 2561 1631 0 Right T�u Le� Peds Peak Hour Data MO cn=- 1 j J 3 O o O a O North CD o rn O m �� General Traffic ~c N o N o m= o 3+Axle Heavy Trucks rn rn Y t r wowox CD CID � o aoow °' cn°' cD D ur CD d N N O N Left Thru Right Peds 2 234 24 0 0 15 0 0 21 2491 24 0 260 15 275 In-Peak Hour:07:15 AM L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Star Rd Intersection: McMillan Rd /Star Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 5 Star Road McMillan Road Star Road McMillan Road From North From East From South From West Start Time R ht Thru Left Peds App.Toal Right Thnx Left Peds App.Total Right Thnx Left Peds App.Total Right Thru Left Peds App.T.., Int.TOtal Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 1 62 4 0 67 13 10 3 0 26 6 68 0 0 74 0 9 6 0 15 182 03:45 PM 4 73 5 0 82 14 17 4 0 35 4 53 1 0 58 0 9 2 0 11 186 04:00 PM 3 51 5 0 59 16 11 7 0 34 1 85 0 0 86 0 5 9 3 17 196 04:15 PM 0 71 5 0 76 10 11 9 0 30 2 62 1 0 65 0 8 10 0 18 189 Total volume 8 257 19 0 284 53 49 23 0 125 13 268 2 0 283 0 31 27 3 61 753 App.Total 2.8 90.5 6.7 0 42.4 39.2 18.4 0 4.6 94.7 0.7 0 0 50.8 44.3 4.9 PHF .500 .880 .950 .000 .866 .828 .721 .639 .000 .893 .542 .788 .500 .000 .823 .000 .861 .675 .250 .847 .960 General Traffic 6 245 19 0 270 52 48 23 0 123 13 260 2 0 275 0 31 27 3 61 729 i Gece<ai Traffic 75.0 95.3 100 0 95.1 98.1 98.0 100 0 98.4 100 97.0 100 0 97.2 0 100 100 100 100 96.8 2 12 0 0 14 1 1 0 0 2 0 8 0 0 8 0 0 0 0 0 24 25.0 4.7 0 0 4.9 1.9 2.0 0 0 1.6 0 3.0 0 0 2.8 0 0 0 0 0 3.2 Star Road Out In Total 339F-2701 1 609 91 141 1 23 348 2 4 632 6 245 19 0 2 12 0 0 81 257 19 0 Right Thu Left Peds Peak Hour Data 76 r-M o N 0 N�� * 1 A N �v '5 J r U 01 01 0 W�N ... v O North wow m M � 2 1 n � Peak Hour Begins at 03:30 PIM ~c llY 000 N N= Low General Traffic N^c W . m M rn 3+axle HeavyTrucks w O to a M � O MOM rn CD � 3 O N p d N 0 0 0 W N Left Thru Right Peds 2 260 13 0 0 8 0 0 2 268 13 0 280 283 563 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Star Rd Intersection: McMillan Rd /Star Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 6 Star Road McMillan Road Star Road McMillan Road From North From East From South From West Start Time Right I Thru I Left Peds I Am.TINi I Right Thru I Left Peds A,,.T.W I Right I Tuu I Left Peds AM.T-1 Right Thru I Left Peds App.Toal TOeI Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 03:30 PM 02:30 PM 03:30 PM 03:30 PM +0 mins. 1 62 4 0 67 63 11 2 0 76 6 68 0 0 74 0 9 6 0 15 +15 mins. 4 73 5 0 82 51 18 2 0 71 4 53 1 0 58 0 9 2 0 11 +30 mins. 3 51 5 0 59 17 10 5 0 32 1 85 0 0 86 0 5 9 3 17 +45 mins. 0 71 5 0 76 11 17 8 0 36 2 62 1 0 65 0 8 10 0 18 Total volume 8 257 19 0 284 142 56 17 0 215 13 268 2 0 283 0 31 27 3 61 %App.Total 2.8 90.5 6.7 0 66 26 7.9 0 4.6 94.7 0.7 0 0 50.8 44.3 4.9 PHF .500 .880 .950 .000 .866 .563 .778 .531 .000 .707 .542 .788 .500 .000 .823 .000 .861 .675 .250 .847 General Traffic 6 245 19 0 270 142 55 17 0 214 13 260 2 0 275 0 31 27 3 61 %General Traffic 75 95.3 100 0 95.1 100 98. 100 0 99.5 100 97 100 0 97.2 0 100 100 100 100 2 12 0 0 14 0 1 0 0 1 0 8 0 0 8 0 0 0 0 0 25 4.7 0 0 4.9 0 1.8 0 0 0.5 0 3 0 0 2.8 0 0 0 0 0 Star Road In-Peak Hour:03:30 PM 270 14 284 6 245 19 0 2 12 0 0 81 257 19 0 Right T�u Le� Peds Peak Hour Data a 1 J 3 A A O .NON -o M O North lo o o O o M M General Traffic ~c rn Ln o m o o 0 0 3+Axle HeavyTrucks o Y L CDN'AO. -O O O MO(`')� C or o 3 d 000 Left Thru Right Peds 2 260 13 0 0 8 0 0 2 268 13 0 275 8 283 In-Peak Hour:03:30 PM File Name: C:\Users\ljudd\Dropbox\1 active project dropbox\1 CURRENT\09 Processing\1021 KITT0223 MER McMillan\ITM File\McMillan Rd& Start Date: 12/9/2021 2:30-3:30 PM PHFs Start Time: 7:00:00 AM SB PHF 0.965 Site Code: 00000000 WB PHF 0.707 Comment 1: Study:KITT0223 NB PHF 0.930 Comment 2: Intersection:McMillan Rd/Star Rd EB PHF 0.861 Comment 3: City,State:Ada County, Idaho Total PHF 0.876 Comment 4: Control:All Stop Star Road McMillan Road Star Road McMillan Road From North From East From South From West Start Time Right Thru Left Total Right Thru Left Total Right Thru Left Total Right Thru Left Total 7:00:00 AM 1 52 47 0 9 6 3 0 6 60 0 0 2 11 3 0 200 7:15:00 AM 1 60 56 0 40 12 2 1 3 62 0 0 0 13 8 0 257 7:30:00 AM 3 89 51 0 37 6 5 1 8 61 1 0 0 16 7 0 284 7:45:00 AM 3 55 9 0 16 14 4 0 4 61 1 0 1 19 7 0 194 8:00:00 AM 2 55 4 0 8 10 7 0 9 65 0 0 0 13 10 0 183 8:15:00 AM 3 43 1 0 5 10 4 0 3 56 0 0 2 12 4 0 143 8:30:00 AM 0 49 4 0 3 7 4 0 4 67 0 0 0 9 9 0 156 8:45:00 AM 1 57 4 0 7 6 7 0 1 50 0 0 1 5 3 0 142 9:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:00:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:30:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:45:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:15:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:30:00 PM 1 43 13 57 63 11 2 76 2 57 1 60 0 5 3 8 201 2:45:00 PM 3 42 12 57 51 18 2 71 4 60 0 64 0 4 3 7 199 3:00:00 PM 2 39 9 50 17 10 5 32 3 50 0 53 1 5 3 9 144 3:15:00 PM 0 50 6 56 11 17 8 36 2 59 0 61 0 5 2 7 160 3:30:00 PM 1 62 4 0 13 10 3 0 6 68 0 0 0 9 6 0 182 3:45:00 PM 4 73 5 0 14 17 4 0 4 53 1 0 0 9 2 0 186 4:00:00 PM 3 51 5 0 16 11 7 0 1 85 0 0 0 5 9 3 193 4:15:00 PM 0 71 5 0 10 11 9 0 2 62 1 0 0 8 10 0 189 2:30-3:30 Sum 6 174 40 142 56 17 11 226 1 1 19 11 704 220 215 238 31 L2 Data Collection =ataCollection.com Idaho (208) 860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Star Rd Intersection: McMillan Rd /Star Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 7 Image 1 Star Road and MaM1111an Road00 � _• •'., '' -'- "� � F t. J� • _ ip4111 # f L2 Data Collection I_2DataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Ten Mile Rd Intersection:McMillan Rd / Ten Mile Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Signalized Page No : 1 Groups Printed-General Traffic-3+Axle Heavy Trucks Ten Mile Road McMillan Road Ten Mile Road McMillan Road From North From East From South From West Start Tune Right Thru Left Peds App.Total Right Thru Left Peds App.To l Right Thru Left Peds App.Total Rl ht Thrn Left Peds App.Total Int.Tofel 07:00 AM 6 132 14 0 152 16 38 35 0 89 15 78 20 0 113 23 46 9 0 78 432 07:15 AM 12 129 18 0 159 6 58 41 0 105 25 100 36 0 161 38 40 12 0 90 515 07:30 AM 6 157 25 0 188 15 47 45 0 107 26 131 20 0 177 36 57 16 1 110 582 07:45 AM 5 130 29 0 164 9 46 43 0 98 28 117 31 0 176 36 46 9 0 91 529 Total 29 548 86 0 663 46 189 164 0 399 94 426 107 0 627 133 189 46 1 369 2058 08:00 AM 3 123 23 0 149 13 46 43 0 102 29 117 36 0 182 20 43 15 0 78 511 08:15 AM 12 128 34 0 174 8 41 29 1 79 26 111 31 0 168 26 32 13 0 71 492 08:30 AM 8 165 24 0 197 9 31 33 0 73 25 129 23 0 177 24 30 16 0 70 517 08:45 AM 5 128 23 0 156 22 46 33 0 101 30 124 34 0 188 25 42 17 0 84 529 Total 28 544 104 0 676 52 164 138 1 355 110 481 124 0 715 95 147 61 0 303 2049 02:30 PM 11 148 53 0 212 24 54 32 0 110 28 153 42 0 223 23 41 13 0 77 622 02:45 PM 14 131 62 0 207 27 77 35 0 139 35 127 55 0 217 31 68 23 0 122 685 Total 1 25 279 115 0 419 1 51 131 67 0 249 1 63 280 97 0 440 54 109 36 0 199 1 1307 03:00 PM 15 142 44 0 201 26 64 40 0 130 43 180 63 0 286 24 36 19 0 79 696 03:15 PM 17 163 38 1 219 32 89 41 0 162 41 174 45 0 260 15 40 17 0 72 713 03:30 PM 18 162 50 0 230 28 72 38 1 139 34 158 60 0 252 21 52 20 0 93 714 03:45 PM 14 186 46 0 246 28 72 35 0 135 51 186 82 0 319 16 42 24 1 83 783 Total 64 653 178 1 896 114 297 154 1 566 169 698 250 0 1117 76 170 80 1 327 2906 04:00 PM 16 180 59 0 255 36 78 55 2 171 34 192 49 0 275 23 30 22 2 77 778 04:15 PM 21 162 58 0 241 40 95 33 0 168 45 207 49 0 301 24 45 10 0 79 789 Grand Total 183 2366 600 1 3150 339 954 611 4 1908 515 2284 676 0 3475 405 690 255 4 1354 9887 Apprch% 5.8 75.1 19 0 17.8 50 32 0.2 14.8 65.7 19.5 0 29.9 51 18.8 0.3 Total% 1.9 23.9 6.1 0 31.9 3.4 9.6 6.2 0 19.3 5.2 23.1 6.8 0 35.1 4.1 7 2.6 0 13.7 General Traffic 177 2305 599 1 3082 336 952 607 4 1899 511 2213 674 0 3398 403 688 254 4 1349 9728 i General Traffic 96.7 97.4 99.8 100 97.8 99.1 99.8 99.3 100 99.5 99.2 96.9 99.7 0 97.8 99.5 99.7 99.6 100 99.6 98.4 6 61 1 0 68 3 2 4 0 9 4 71 2 0 77 2 2 1 0 5 159 3.3 2.6 0.2 0 2.2 0.9 0.2 0.7 0 0.5 0.8 3.1 0.3 0 2.2 0.5 0.3 0.4 0 0.4 1.6 T�a L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Ten Mile Rd Intersection:McMillan Rd / Ten Mile Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Signalized Page No : 2 Ten Mile Road Out In Total 2803 3082 �L5883575 68 2878 3150 177 2305 5991 1 6 61 1 0 1831 23661 600 1 Right T�u Le� Peds F M c7 N N J Fr w0 W O (VD O ao c�o North cn ao CO D.v caoo m r� ��co 0 3 C M M ~ 12/9/2021 07:00 AM C Cn A N N _ _m M N 12/9/2021 04:15 PMLO o > 7L m rn M aomm 0 0 M o cy General Traffic �x . o O 20 o y 3+Axle HeavyTruck w w a) n a wAOA 4-] T r Left Thru Right Peds 674 2213 511 0 2 71 4 0 6761 22841 515 0 315 3382 3467 77 M6857 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Ten Mile Rd Intersection:McMillan Rd / Ten Mile Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Signalized Page No : 3 Ten Mile Road McMillan Road Ten Mile Road McMillan Road From North LFrom{yEast From Left From West Start Time Ri ht Thru Left Peds App.T-, Right Thru Left Peds App.Tolal Right Thru Lein Peds App.Total Right ThruLeff Peds App.To l Ent.TO al Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 12 129 18 0 159 6 58 41 0 105 25 100 36 0 161 38 40 12 0 90 515 07:30 AM 6 157 25 0 188 15 47 45 0 107 26 131 20 0 177 36 57 16 1 110 582 07:45 AM 5 130 29 0 164 9 46 43 0 98 28 117 31 0 176 36 46 9 0 91 529 08:00 AM 3 123 23 0 149 13 46 43 0 102 29 117 36 0 182 20 43 15 0 78 511 Total volume 26 539 95 0 660 43 197 172 0 412 108 465 123 0 696 130 186 52 1 369 2137 App.Total 3.9 81.7 14.4 0 10.4 47.8 41.7 0 15.5 66.8 17.7 0 35.2 50.4 14.1 0.3 PHF .542 .858 .819 .000 .878 .717 .849 .956 .000 .963 .931 .887 .854 .000 .956 .855 .816 .813 .250 .839 .918 General Traffic 23 523 95 0 641 43 196 169 0 408 106 446 123 0 675 128 186 52 1 367 2091 i Ge"e<a1 Traffic 88.5 97.0 100 0 97.1 100 99.5 98.3 0 99.0 98.1 95.9 100 0 97.0 98.5 100 100 100 99.5 97.8 3 16 0 0 19 0 1 3 0 4 2 19 0 0 21 2 0 0 0 2 46 11.5 3.0 0 0 2.9 0 0.5 1.7 0 1.0 1.9 4.1 0 0 3.0 1.5 0 0 0 0.5 2.2 Ten Mile Road Out In Total 541 641 1182 19 19 38 560 660 1220 23 523 951 0 3 16 01 0 261 5391 951 0 Right Tju Leo Peds Peak Hour Data Lo to 1 F J A A W co m �o� North Lwow co a4 mo N M H� Peak Hour Begins at 07:15 A ~c - rn i General Traffic A oo ;p CD N v + 3+Axle Heavy Trucks �x �, o O � V 0 O O c N d N 0 0 0 O N Left Thru Right Peds 123 446 106 0 0 19 2 0 1231 4651 108 0 8411 696 P15317 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Ten Mile Rd Intersection:McMillan Rd / Ten Mile Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Signalized Page No : 4 Ten Mile Road McMillan Road Ten Mile Road McMillan Road From North From East From South From West Start Time Right I Thru I Left Peds I Ap.T- Rigbt I Thru I Left Peds A,,.Toi 1 I Right I T uu I Left Peds L Ap.Taz1 Right I Thru I Left Peds App.To ai nr.To at Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:45 AM 07:15 AM 08:00 AM 07:00 AM +0 mins. 5 130 29 0 164 6 58 41 0 105 29 117 36 0 182 23 46 9 0 78 +15 mins. 3 123 23 0 149 15 47 45 0 107 26 111 31 0 168 38 40 12 0 90 +30 mins. 12 128 34 0 174 9 46 43 0 98 25 129 23 0 177 36 57 16 1 110 +45 mins. 8 165 24 0 197 13 46 43 0 102 30 124 34 0 188 36 46 9 0 91 Total volume 28 546 110 0 684 43 197 172 0 412 110 481 124 0 715 133 189 46 1 369 App.Total 4.1 79.8 16.1 0 10.4 47.8 41.7 0 15.4 67.3 17.3 0 36 51.2 12.5 0.3 PHF .583 .827 .809 .000 .868 .717 .849 .956 .000 .963 .917 .932 .861 .000 .951 .875 .829 .719 .250 .839 General Traffic 24 531 110 0 665 43 196 169 0 408 109 462 124 0 695 132 189 46 1 368 85. 97. 99. 98. 99. 99. r General Traffic 7 3 100 0 97.2 100 5 3 0 99 1 2 96 100 0 97.2 100 100 100 99.7 4 15 0 0 19 0 1 3 0 4 1 19 0 0 20 1 0 0 0 1 `rN 14.. 2.7 0 0 2.8 0 0.5 1.7 0 1 0.9 4 0 0 2.8 0.8 0 0 0 0.3 Ten Mile Road In-Peak Hour:07:45 AM 665 19 684 24 531 110 0 4 15 0 0 28 1 546 110 0 Right Thr Left Peds Peak Hour Data a co o w 2 s O J 7 "3'WOW v rn o rn North m m o ro�rn o General Traffic ~2 c w o m 3+Axle Heavy Trucks 0, N oA Y M M L N A W O o N W f0 v _v U a nor y D c d o. 11 �' o00 Left Thru Right Peds 124 462 109 0 0 19 1 0 1241 4811 110 0 695 20 715 In-Peak Hour:08:00 AM L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Ten Mile Rd Intersection:McMillan Rd / Ten Mile Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Signalized Page No : 5 Ten Mile Road McMillan Road Ten Mile Road McMillan Road From North From East From South From West Start Time Right I Thru I Left Peds IApp.Toal Right I Thru I Left Peds App.Tux Right Thru I Left Peds I App.T-1 Right I Thru I Left Peds App.T-i Int.Total Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 18 162 50 0 230 28 72 38 1 139 34 158 60 0 252 21 52 20 0 93 714 03:45 PM 14 186 46 0 246 28 72 35 0 135 51 186 82 0 319 16 42 24 1 83 783 04:00 PM 16 180 59 0 255 36 78 55 2 171 34 192 49 0 275 23 30 22 2 77 778 04:15 PM 21 162 58 0 241 40 95 33 0 168 45 207 49 0 301 24 45 10 0 79 789 Total volume 69 690 213 0 972 132 317 161 3 613 164 743 240 0 1147 84 169 76 3 332 3064 App.Total 7.1 71 21.9 0 21.5 51.7 26.3 0.5 14.3 64.8 20.9 0 25.3 50.9 22.9 0.9 PHF .821 .927 .903 .000 .953 .825 .834 .732 .375 .896 .804 .897 .732 .000 .899 .875 .813 .792 .375 .892 .971 General Traffic 69 677 213 0 959 132 316 161 3 612 163 724 240 0 1127 84 168 76 3 331 3029 i Geae<ai Traffic 100 98.1 100 0 98.7 100 99.7 100 100 99.8 99.4 97.4 100 0 98.3 100 99.4 100 100 99.7 98.9 0 13 0 0 13 0 1 0 0 1 1 19 0 0 20 0 1 0 0 1 35 0 1.9 0 0 1.3 0 0.3 0 0 0.2 0.6 2.6 0 0 1.7 0 0.6 0 0 0.3 1.1 Ten Mile Road Out In Total 932 959 1 1891 19 13 1 32 951 72 1 1923 69 677 213 0 0 13 0 0 69 690 213 0 Right Thu Left Peds Peak Hour Data (ON W (OOfO ' g O v~ ao�CD North O) J 41 T f6 O O w 0 M M � Peak Hour Begins at 03:30 P ~c m General Traffic w N . N V) m E 3+Axle HeavyTrucks ��M CD 0) a IO cN0 MOM rn _ N O f]. N C)1 a- wow cO N w wrn- Left Thru Right Peds 240 724 163 0 0 19 1 0 240 743 164 0 33 935 11407 2082 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Ten Mile Rd Intersection:McMillan Rd / Ten Mile Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Signalized Page No : 6 Ten Mile Road McMillan Road Ten Mile Road McMillan Road From North From East From South From West Start Time Right I Thru I Left Peds I Ap.T-i Rigbt Thru Peds A,,.Pe A,,.T. Right I Tuu I Left Peds AM.T-1 Right I Thru I Left Peds App.Toal TOeI Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 03:30 PM 03:30 PM 03:30 PM 02:45 PM +0 mins. 18 162 50 0 230 28 72 38 1 139 34 158 60 0 252 31 68 23 0 122 +15 mins. 14 186 46 0 246 28 72 35 0 135 51 186 82 0 319 24 36 19 0 79 +30 mins. 16 180 59 0 255 36 78 55 2 171 34 192 49 0 275 15 40 17 0 72 +45 mins. 21 162 58 0 241 40 95 33 0 168 45 207 49 0 301 21 52 20 0 93 Total volume 69 690 213 0 972 132 317 161 3 613 164 743 240 0 1147 91 196 79 0 366 App.Total 7.1 71 21.9 0 21.5 51.7 26.3 0.5 14.3 64.8 20.9 0 24.9 53.6 21.6 0 PHF .821 .927 .903 .000 .953 .825 .834 .732 .375 .896 .804 .897 .732 .000 .899 .734 .721 .859 .000 .750 General Traffic 69 677 213 0 959 132 316 161 3 612 163 724 240 0 1127 91 194 79 0 364 r General Traffic 100 98. 100 0 98.7 100 99. 100 100 99.8 99.4 97.4 100 0 98.3 100 99 100 0 99.5 0 13 0 0 13 0 1 0 0 1 1 19 0 0 20 0 2 0 0 2 0 1.9 0 0 1.3 0 0.3 0 0 0.2 0.6 2.6 0 0 1.7 0 1 0 0 0.5 Ten Mile Road In-Peak Hour:03:30 PM 959 13 972 69 677 213 0 0 13 0 0 69 690 213 0 Right T�u Le� Peds Peak Hour Data a h J 7 -a N N North m o o w m �� General Traffic ~c x m=M " O 3+Axle HeavyTrucks V' !2 13 o CD s CID rQ d E �x O W v O O. O O O ID CDa. N W O W Left Thru Right Peds 240 724 163 0 0 19 1 0 240 743 164 0 1127 20 1147 In-Peak Hour:03:30 PM L2 Data Collection =ataCollection.com Idaho (208) 860-7554 Utah (801)413-2993 Study: KITT0223 File Name : McMillan Rd & Ten Mile Rd Intersection:McMillan Rd / Ten Mile Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Signalized Page No : 7 Image 1 Ten Mlle Road and McMillian RoadIlk 1 + I •+VL_ 1 � w4 i i• � r I L2 Data Collection 1_21DataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Ustick Rd & Black Cat Rd Intersection: Ustick Rd / Black Cat Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 1 Groups Printed-General Traffic-3+Axle Heavy Trucks Black Cat Road Ustick Road Black Cat Road Ustick Road From North From East From South From West Start Tune Right Thru Left Peds App.T-1 Right Thru Left FNds m App.T.w Right 1 hr- Left Peds Ay.T w Right Thr- Left Peds Am T-, InL TOtaI 07:00 AM 4 46 7 0 57 6 89 12 0 107 13 47 5 0 65 6 40 5 0 51 280 07:15 AM 11 59 11 0 81 7 141 9 0 157 20 53 15 0 88 11 79 10 0 100 426 07:30 AM 3 66 18 0 87 12 87 15 0 114 25 69 6 0 100 7 97 14 0 118 419 07:45 AM 5 47 10 0 62 0 34 13 0 47 15 64 6 0 85 6 60 8 0 74 268 Total 23 218 46 0 287 25 351 49 0 425 73 233 32 0 338 30 276 37 0 343 1393 08:00 AM 8 36 8 0 52 7 37 17 0 61 16 18 2 0 36 7 61 34 0 102 251 08:15 AM 5 55 11 0 71 2 30 16 0 48 10 55 3 0 68 4 46 6 0 56 243 08:30 AM 1 41 10 0 52 5 39 9 0 53 31 53 6 0 90 6 49 5 0 60 255 08:45 AM 0 43 15 0 58 15 41 8 0 64 37 40 3 0 80 1 45 9 0 55 257 Total 14 175 44 0 233 29 147 50 0 226 94 166 14 0 274 18 201 54 0 273 1006 02:30 PM 10 59 11 1 81 6 52 14 0 72 21 56 6 0 83 5 99 7 0 111 347 02:45 PM 7 57 11 0 75 15 37 8 0 60 25 66 5 2 98 10 107 10 2 129 362 Total 1 17 116 22 1 156 1 21 89 22 0 132 1 46 122 11 2 181 15 206 17 2 240 1 709 03:00 PM 4 54 7 1 66 11 41 26 0 78 17 58 4 0 79 5 45 4 1 55 278 03:15 PM 6 69 10 0 85 11 59 13 1 84 14 50 5 1 70 10 63 6 0 79 318 03:30 PM 3 66 14 0 83 9 50 18 0 77 33 65 10 0 108 5 68 6 0 79 347 03:45 PM 10 66 10 0 86 18 60 20 0 98 28 57 3 2 90 5 45 3 0 53 327 Total 23 255 41 1 320 49 210 77 1 337 92 230 22 3 347 25 221 19 1 266 1270 04:00 PM 8 72 17 0 97 14 83 25 0 122 14 65 7 0 86 5 36 4 0 45 350 04:15 PM 7 70 12 0 89 14 69 23 0 106 17 76 8 0 101 9 58 8 0 75 371 Grand Total 92 906 182 2 1182 152 949 246 1 1348 336 892 94 5 1327 102 998 139 3 1242 5099 Apprch% 7.8 76.6 15.4 0.2 11.3 70.4 18.2 0.1 25.3 67.2 7.1 0.4 8.2 80.4 11.2 0.2 Total% 1.8 17.8 3.6 0 23.2 3 18.6 4.8 0 26.4 6.6 17.5 1.8 0.1 26 2 19.6 2.7 0.1 24.4 General Traffic 92 867 179 2 1140 150 945 245 1 1341 335 844 93 5 1277 102 998 138 3 1241 4999 iGene<alTraffic 100 95.7 98.4 100 96.4 98.7 99.6 99.6 100 99.5 99.7 94.6 98.9 100 96.2 100 100 99.3 100 99.9 98 0 39 3 0 42 2 4 1 0 7 1 48 1 0 50 0 0 1 0 1 100 0 4.3 1.6 0 3.6 1.3 0.4 0.4 0 0.5 0.3 5.4 1.1 0 3.8 0 0 0.7 0 0.1 2 T�� L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Ustick Rd & Black Cat Rd Intersection: Ustick Rd / Black Cat Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 2 Black Cat Road Out In Total 1132 �;42 2272 51 931183 2365 92 867 179 2 0 39 3 0 921 9061 1821 2 Right T�u Le� Peds .m.M O M M M -�t L,Tp, N N O O 00 m o CO rn North m -N rn rnt� ��Co w a° c N N F Zn 12/9/2021 07:00 AM c A A. U N O N.- 12/9/2021 04:15 PM A A O O'L� r QD V+ C o � + General Traffic �x o M 3+Axle Heavy o- O M Truck rn O N N d CD w Left Thru Right Peds 93 844 335 5 1 48 1 0 941 8921 336 5 1254 1327 25810 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Ustick Rd & Black Cat Rd Intersection: Ustick Rd / Black Cat Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 3 F Black Cat Road Ustick Road Black Cat Road Ustick Road From North From East From South From West Start Tuna Ri ht Thru Left Peds App.TINaI Rl t Thru heft Peds APp.Tow Right Thru heft Peds App.Total Right Thru Left Peds App.Total Ent.To al Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 4 46 7 0 57 6 89 12 0 107 13 47 5 0 65 6 40 5 0 51 280 07:15 AM 11 59 11 0 81 7 141 9 0 157 20 53 15 0 88 11 79 10 0 100 426 07:30 AM 3 66 18 0 87 12 87 15 0 114 25 69 6 0 100 7 97 14 0 118 419 07:45 AM 5 47 10 0 62 0 34 13 0 47 15 64 6 0 85 6 60 8 0 74 268 Total volume 23 218 46 0 287 25 351 49 0 425 73 233 32 0 338 30 276 37 0 343 1393 %App.Total 8 76 16 0 5.9 82.6 11.5 0 21.6 68.9 9.5 0 8.7 80.5 10.8 0 PHF .523 .826 .639 .000 .825 .521 .622 .817 .000 .677 .730 .844 .533 .000 .845 .682 .711 .661 .000 .727 .817 General Traffic 23 218 46 0 287 24 351 48 0 423 73 227 31 0 331 30 276 37 0 343 1384 i G--1 Trame 100 100 100 0 100 96.0 100 98.0 0 99.5 100 97.4 96.9 0 97.9 100 100 100 0 100 99.4 0 0 0 0 0 1 0 1 0 2 0 6 1 0 7 0 0 0 0 0 9 "'"''-- 0 0 0 0 0 4.0 0 2.0 0 0.5 0 2.6 3.1 0 2.1 0 0 0 0 0 0.6 T�a Black Cat Road Out In Total 288 287 575 7 0 7 295 287 582 23 218 46 0 0 0 0 0 231 2181 461 0 Right T�u Le� Peds Peak Hour Data �a-a co c) co O co North 6 � C n � W to �° MOM N N f Peak Hour Begins at 07:00 A ~c O A A j U General Traffic N N W o w + 3+AxleHeav Trucks �x o. �o o � Ov v 000� � o0 0oU a) O. N O N d N 0 0 0 O N e D— Left Thru Right Peds 31 227 73 0 1 6 0 0 32 233 73 0 627 297 338 635 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Ustick Rd & Black Cat Rd Intersection: Ustick Rd / Black Cat Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 4 Black Cat Road Ustick Road Black Cat Road Ustick Road From North From East From South From West Start Time Right I Thru I Left Peds I Am.To Right I Thru I Left Peds A,,.T.W I Right I T uu I Left Peds L Ap.Tazl Right I Thru I Left Peds App.To ai nr.To at Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:00 AM 07:00 AM 07:00 AM 07:15 AM +0 mins. 4 46 7 0 57 6 89 12 0 107 13 47 5 0 65 11 79 10 0 100 +15 mins. 11 59 11 0 81 7 141 9 0 157 20 53 15 0 88 7 97 14 0 118 +30 mins. 3 66 18 0 87 12 87 15 0 114 25 69 6 0 100 6 60 8 0 74 +45 mins. 5 47 10 0 62 0 34 13 0 47 15 64 6 0 85 7 61 34 0 102 Total volume 23 218 46 0 287 25 351 49 0 425 73 233 32 0 338 31 297 66 0 394 App.Total 8 76 16 0 5.9 82.6 11.5 0 21.6 68.9 9.5 0 7.9 75.4 16.8 0 PHF .523 .826 .639 .000 .825 .521 .622 .817 .000 .677 .730 .844 .533 .000 .845 .705 .765 .485 .000 .835 General Traffic 23 218 46 0 287 24 351 48 0 423 73 227 31 0 331 31 297 66 0 394 r General Traffic 100 100 100 0 100 96 100 98 0 99.5 100 97.4 96. 0 97.9 100 100 100 0 100 AxcHearyT e 0 0 0 0 0 1 0 1 0 2 0 6 1 0 7 0 0 0 0 0 0 0 0 0 0 4 0 2 0 0.5 0 2.6 3.1 0 2.1 0 0 0 0 0 T.ac, Black Cat Road In-Peak Hour:07:00 AM 287 0 287 23 218 46 0 0 0 01 0 231 2 1 81 461 0 Right Tju Leo Peds Peak Hour Data a (D (o h J T cn A 1--0 1. North CD _0 'a o a am x C o o w w General Traffic ~c x . a M M O O 3+Axle HeavyTrucks N N —Y m (ht r— NNW 00 � aCD mi co a o 000w C D ID CD a o00 Left Thru Right Peds 31 227 73 0 1 6 0 0 32 233 73 0 331 7 338 In-Peak Hour:07:00 AM L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Ustick Rd & Black Cat Rd Intersection: Ustick Rd / Black Cat Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 5 Black Cat Road Ustick Road Black Cat Road Ustick Road From North From East From South From West Start Time Right I Thru I Left Peds IApp.Toal Right I Thru I Left Peds App.Total Right I Thru Left Peds App.Total Right I Thru I Left Peds App.Toal Int.Tat.] Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 03:30 PM 03:30 PM 3 66 14 0 83 9 50 18 0 77 33 65 10 0 108 5 68 6 0 79 347 03:45 PM 10 66 10 0 86 18 60 20 0 98 28 57 3 2 90 5 45 3 0 53 327 04:00 PM 8 72 17 0 97 14 83 25 0 122 14 65 7 0 86 5 36 4 0 45 350 04:15 PM 7 70 12 0 89 14 69 23 0 106 17 76 8 0 101 9 58 8 0 75 371 Total volume 28 274 53 0 355 55 262 86 0 403 92 263 28 2 385 24 207 21 0 252 1395 App.Total 7.9 77.2 14.9 0 13.6 65 21.3 0 23.9 68.3 7.3 0.5 9.5 82.1 8.3 0 PHF .700 .951 .779 .000 .915 .764 .789 .860 .000 .826 .697 .865 .700 .250 .891 .667 .761 .656 .000 .797 .940 General Traffic 28 255 53 0 336 55 261 86 0 402 92 252 28 2 374 24 207 21 0 252 1364 i Ga.—]Tame 100 93.1 100 0 94.6 100 99.6 100 0 99.8 100 95.8 100 100 97.1 100 100 100 0 100 97.8 0 19 0 0 19 0 1 0 0 1 0 11 0 0 11 0 0 0 0 0 31 0 6.9 0 0 5.4 0 0.4 0 0 0.2 0 4.2 0 0 2.9 0 0 0 0 0 2.2 Black Cat Road Out In Total 328 336 630 11 19 30 339 694 28 255 53 0 0 19 0 0 281 274 53 0 Right Thu Left Peds Peak Hour Data y p (V O fV�� ~� � JT—2�f�lOf�7i NONO 0 0 0 North c to N N N �° N O N N N Peak Hour Begins at 03:30 Pc N A A j X N CVO(V L General Traffic CO'N °m n 3+Axle HeavyTrucks �;:p OD rn O CO rn a O M M O O O rn fl N A d N CD 000 Left Thru Right Peds 28 252 92 2 0 11 0 0 281 2631 92 2 19 11 30 384 385 769 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Ustick Rd & Black Cat Rd Intersection: Ustick Rd / Black Cat Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 6 Black Cat Road Ustick Road Black Cat Road Ustick Road From North From East From South From West Start Time Right I Thru I Left Peds I Am.TIN i Right Thru I Left Peds A,,.T.W I Right I T uu I Left Peds AM.Trial Right Thru I Left Peds Ap.Trial Inr.TO el Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 03:30 PM 03:30 PM 03:30 PM 02:30 PM +0 mins. 3 66 14 0 83 9 50 18 0 77 33 65 10 0 108 5 99 7 0 ill +15 mins. 10 66 10 0 86 18 60 20 0 98 28 57 3 2 90 10 107 10 2 129 +30 mins. 8 72 17 0 97 14 83 25 0 122 14 65 7 0 86 5 45 4 1 55 +45 mins. 7 70 12 0 89 14 69 23 0 106 17 76 8 0 101 10 63 6 0 79 Total volume 28 274 53 0 355 55 262 86 0 403 92 263 28 2 385 30 314 27 3 374 %App.Total 7.9 77.2 14.9 0 13.6 65 21.3 0 23.9 68.3 7.3 0.5 8 84 7.2 0.8 PHF .700 .951 .779 .000 .915 .764 .789 .860 .000 .826 .697 .865 .700 .250 .891 .750 .734 .675 .375 .725 General Traffic 28 255 53 0 336 55 261 86 0 402 92 252 28 2 374 30 314 27 3 374 %General Traffic 100 93. 100 0 94.6 100 99. 100 0 99.8 100 95. 100 100 97.1 100 100 100 100 100 0 19 0 0 19 0 1 0 0 1 0 11 0 0 11 0 0 0 0 0 0 6.9 0 0 5.4 0 0.4 0 0 0.2 0 4.2 0 0 2.9 0 0 0 0 0 Tr , Black Cat Road In-Peak Hour:03:30 PM 336 19 355 28 255 53 0 0 19 0 0 281 274 53 0 Right T�u Le� Peds Peak Hour Data a 11 M C N o v North CD l00 V o l M (hL ?N N N to �m rni General Traffic c N o Y c 3+Axle Heavy Trucks a a U Y M OCO t r W N CD p p Ca LL ♦ �x o O c W O. a o � more ur CD3 d o00 F" Left Thru Right Peds 28 252 92 2 0 11 0 0 281 2631 92 2 374 11 385 In-Peak Hour:03:30 PM L2 Data Collection =ataCollection.com Idaho (208) 860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Ustick Rd & Black Cat Rd Intersection: Ustick Rd / Black Cat Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: All Stop Page No : 7 Image 1 91aak at Road and Us#Ick Road kk;am,ItlxFa ' - I - • fi a w 1 A J i:. •s :7 _ ti{ L2 Data Collection 1-21DataCollection.com Idaho (208) 860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Ustick Rd & McDermott Rd Intersection: Ustick Rd / McDermott Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Stop Sign Page No : 1 Groups Printed-General Traffic-3+Axle Heavy Trucks McDermott Road Ustick Road McDermott Road Ustick Road From North From s App.Totam East From South From West Start T1ll1C Right Thru Left Peds App.T-1 Right Thru Left Pedl Right Thru Left Peds App.Total Right Thrn Left Peds App.T-, Int.TO al 07:00 AM 5 11 0 0 16 0 84 4 0 88 0 3 12 0 15 7 44 0 0 51 170 07:15 AM 6 14 0 0 20 3 165 5 0 173 4 9 19 0 32 10 86 3 0 99 324 07:30 AM 7 15 6 0 28 4 112 2 0 118 11 15 22 0 48 17 104 7 0 128 322 07:45 AM 4 20 4 0 28 8 42 5 0 55 7 18 2 0 27 3 48 7 0 58 168 Total 22 60 10 0 92 15 403 16 0 434 22 45 55 0 122 37 282 17 0 336 984 08:00 AM 2 22 6 0 30 4 35 8 0 47 8 6 3 0 17 3 55 7 0 65 159 08:15 AM 4 12 1 0 17 1 31 5 0 37 7 7 5 0 19 2 42 2 0 46 119 08:30 AM 2 9 2 0 13 1 31 3 0 35 3 4 2 0 9 2 42 2 0 46 103 08:45 AM 1 5 1 0 7 5 41 4 0 50 5 9 1 0 15 2 40 4 0 46 118 Total 9 48 10 0 67 11 138 20 0 169 23 26 11 0 60 9 179 15 0 203 499 02:30 PM 6 6 1 0 13 1 62 1 0 64 2 5 18 0 25 14 125 4 0 143 245 02:45 PM 2 4 0 0 6 1 49 2 0 52 4 11 8 0 23 18 111 5 0 134 215 Total 8 10 1 0 19 1 2 111 3 0 116 1 6 16 26 0 48 32 236 9 0 277 1 460 03:00 PM 0 10 1 0 11 5 45 3 0 53 6 14 3 0 23 9 44 0 0 53 140 03:15 PM 1 14 2 0 17 6 41 7 0 54 4 14 4 0 22 9 61 5 0 75 168 03:30 PM 4 14 7 0 25 4 61 4 0 69 8 10 7 0 25 7 54 4 0 65 184 03:45 PM 6 19 4 0 29 4 50 11 0 65 2 10 8 0 20 8 39 2 0 49 163 Total 11 57 14 0 82 19 197 25 0 241 20 48 22 0 90 33 198 11 0 242 655 04:00 PM 3 11 1 0 15 2 65 4 0 71 5 14 17 0 36 9 47 1 0 57 179 04:15 PM 1 7 3 0 11 3 86 4 0 93 3 17 10 0 30 7 53 2 0 62 196 Grand Total 54 193 39 0 286 52 1000 72 0 1124 79 166 141 0 386 127 995 55 0 1177 2973 Apprch% 18.9 67.5 13.6 0 4.6 89 6.4 0 20.5 43 36.5 0 10.8 84.5 4.7 0 Total% 1.8 6.5 1.3 0 9.6 1.7 33.6 2.4 0 37.8 2.7 5.6 4.7 0 13 4.3 33.5 1.8 0 39.6 General Traffic 54 190 38 0 282 50 996 72 0 1118 79 166 141 0 386 125 995 55 0 1175 2961 %General Traffic 100 98.4 97.4 0 98.6 96.2 99.6 100 0 99.5 100 100 100 0 100 98.4 100 100 0 99.8 99.6 0 3 1 0 4 2 4 0 0 6 0 0 0 0 0 2 0 0 0 2 12 0 1.6 2.6 0 1.4 3.8 0.4 0 0 0.5 0 0 0 0 0 1.6 0 0 0 0.2 0.4 T�a L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Ustick Rd & McDermott Rd Intersection: Ustick Rd / McDermott Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Stop Sign Page No : 2 McDermott Road Out In Total 271 282 kJ6 2 4 273 286 54 190 38 0 0 3 1 0 541 1 931 39 0 Right T�u Le� Peds mcocoN u)Oio m n %� pm m m -' � �p �n > North c, l[1 N f� m ou>W y a° F 12/9/2021 07:00 AM c o A m to N n 12/9/2021 04:15 PM N � N N'L� r AmOD p CD � —v u� + General Traffic �x N O N °- r' ' o 0 0 3+Axle Heavy Truck m o w wm a v op 4-] T r Left Thru Right Peds 141 166 79 0 0 0 0 0 141 166 79 0 773 392 386 778 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Ustick Rd & McDermott Rd Intersection: Ustick Rd / McDermott Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Stop Sign Page No : 3 McDermott Road Ustick Road McDermott Road stick Road TFrom North From East From South From West Start Time Rl ht I Thra FLeft Peds App.TINal Right I Thru I heft Peds APp.Tow Right Thru I heft Peds App.Total Right Thru Left Peds Am.To i rnt.To[al Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:00 AM 07:00 AM 5 11 0 0 16 0 84 4 0 88 0 3 12 0 15 7 44 0 0 51 170 07:15 AM 6 14 0 0 20 3 165 5 0 173 4 9 19 0 32 10 86 3 0 99 324 07:30 AM 7 15 6 0 28 4 112 2 0 118 11 15 22 0 48 17 104 7 0 128 322 07:45 AM 4 20 4 0 28 8 42 5 0 55 7 18 2 0 27 3 48 7 0 58 168 Total volume 22 60 10 0 92 15 403 16 0 434 22 45 55 0 122 37 282 17 0 336 984 %App.Total 23.9 65.2 10.9 0 3.5 92.9 3.7 0 18 36.9 45.1 0 11 83.9 5.1 0 PHF .786 .750 .417 .000 .821 .469 .611 .800 .000 .627 .500 .625 .625 .000 .635 .544 .678 .607 .000 .656 .759 General Traffic 22 60 10 0 92 13 403 16 0 432 22 45 55 0 122 37 282 17 0 336 982 i G--1 Trame 100 100 100 0 100 86.7 100 100 0 99.5 100 100 100 0 100 100 100 100 0 100 99.8 31A.--- 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 2 "'"''`n`- 0 0 0 0 0 13.3 0 0 0 0.5 0 0 0 0 0 0 0 0 0 0 0.2 T�a McDermott Road Out In Total 75 92k:2 2 0 77 92 22 60 10 0 0 0 0 0 221 601 101 0 Right T�u Le� Peds Peak Hour Data J ^U I N W W W O F t= N O N North p o a T 3A A N tY c M o M N N H� Peak Hour Begins at 07:00 A ~c W o w General Traffic r" ?N N p � o O o y 3+Axle Heav Trucks �x a o�, a v v o00 ) A A N N p d N 000 ODO)— Left Thru Right Peds 55 45 22 0 0 0 0 0 55 45 22 0 235 113 122 2 55 Out In Total L2 Data Collection I-MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Ustick Rd & McDermott Rd Intersection: Ustick Rd / McDermott Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Stop Sign Page No : 4 McDermott Road Ustick Road McDermott Road Ustick Road From North From East From South From West Start Time Right I Thru I Left Peds I A,,Tout I Right I Thru I Left Peds App.Total I Right I Thru I heft Peds L Ap.T-z Right I Thru I left Peds Am.T-i int.Total Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:15 AM 07:00 AM 07:15 AM 07:15 AM +0 mins. 6 14 0 0 20 0 84 4 0 88 4 9 19 0 32 10 86 3 0 99 +15 mins. 7 15 6 0 28 3 165 5 0 173 11 15 22 0 48 17 104 7 0 128 +30 mins. 4 20 4 0 28 4 112 2 0 118 7 18 2 0 27 3 48 7 0 58 +45 mins. 2 22 6 0 30 8 42 5 0 55 8 6 3 0 17 3 55 7 0 65 Total volume 19 71 16 0 106 15 403 16 0 434 30 48 46 0 124 33 293 24 0 350 App.Total 17.9 67 15.1 0 3.5 92.9 3.7 0 24.2 38.7 37.1 0 9.4 83.7 6.9 0 PHF .679 .807 .667 .000 .883 .469 .611 .800 .000 .627 .682 .667 .523 .000 .646 .485 .704 .857 .000 .684 General Traffic 19 70 16 0 105 13 403 16 0 432 30 48 46 0 124 33 293 24 0 350 r General Traffic 100 98. 100 0 99.1 86. 100 100 0 99.5 100 100 100 0 100 100 100 100 0 100 Ax1 H<aryT�c� 0 1 0 0 1 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 1.4 0 0 0.9 133 0 0 0 0.5 0 0 0 0 0 0 0 0 0 0 McDermott Road In-Peak Hour:07:15 AM 105 1 106 19 70 161 0 0 1 01 0 191 7 1 161 0 Right Thru Left Peds Peak Hour Data ?—p."0 J S� h ^U 1 North m O c o N O N 0 L---Ii, 4--7? A �° g m M General Traffic c W o W o y o 3+Axle HeavyTrucks a a c UY MO CO COOL r AN N pp N rL ♦ �x OO6) p O. a o cD -u D cT� � d o. tl o00 Left Thru Right Peds 46 48 30 0 0 0 0 0 46 48 30 0 124 0 124 In-Peak Hour:07:15 AM L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Ustick Rd & McDermott Rd Intersection: Ustick Rd / McDermott Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Stop Sign Page No : 5 McDermott Road Ustick Road McDermott Road Ustick Road From North From East From South From West Start Time Right I Thru I Left Peds IApp.Toal Right I Thru I Left Peds App.Total Right Thru Left Peds App.Total Right I Thru I Left Peds App.Toal Int.Ttal Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 02:30 PM 02:30 PM 6 6 1 0 13 1 62 1 0 64 2 5 18 0 25 14 125 4 0 143 245 02:45 PM 2 4 0 0 6 1 49 2 0 52 4 11 8 0 23 18 111 5 0 134 215 03:00 PM 0 10 1 0 11 5 45 3 0 53 6 14 3 0 23 9 44 0 0 53 140 03:15 PM 1 14 2 0 17 6 41 7 0 54 4 14 4 0 22 9 61 5 0 75 168 Total volume 9 34 4 0 47 13 197 13 0 223 16 44 33 0 93 50 341 14 0 405 768 App.Total 19.1 72.3 8.5 0 5.8 88.3 5.8 0 17.2 47.3 35.5 0 12.3 84.2 3.5 0 PHF .375 .607 .500 .000 .691 .542 .794 .464 .000 .871 .667 .786 .458 .000 .930 .694 .682 .700 .000 .708 .784 General Traffic 9 33 4 0 46 13 195 13 0 221 16 44 33 0 93 50 341 14 0 405 765 i Ga.—]Traffic 100 97.1 100 0 97.9 100 99.0 100 0 99.1 100 100 100 0 100 100 100 100 0 100 99.6 0 1 0 0 1 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 3 0 2.9 0 0 2.1 0 1.0 0 0 0.9 0 0 0 0 0 0 0 0 0 0 0.4 McDermott Road Out In Total 71 46 0 1 L 71 47 1128 9 33 4 0 0 1 0 0 91 34 4 0 Right Thu Left Peds Peak Hour Data y J O o North c CO In O In M M L� 0 Peak Hour Begins at 02:30 P c -4 N Cn 0 N N j y Low General Traffic �CD � W^c w n N rn 3+Axle Heavy Trucks x�,o�, a O N N 0 0 0 N N N D N p_ ll N 0 0 0 A N N Left Thru Right Peds 33 44 16 0 0 0 0 0 33 44 16 0 97 93 189 1930 Out In Total L2 Data Collection MataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Ustick Rd & McDermott Rd Intersection: Ustick Rd / McDermott Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Stop Sign Page No : 6 McDermott Road Ustick Road McDermott Road Ustick Road From North From East From South From West Start Time Right I Thru I Left Peds I Am.TINi Right Thru I Left Peds A,,.T.W I Right I Thru I Left Peds AM.T-1 Right I Thru I Left Peds Ap.Toal Inr.TOel Peak Hour Analysis From 12:00 PM to 04:15 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 03:15 PM 03:30 PM 03:30 PM 02:30 PM +0 mins. 1 14 2 0 17 4 61 4 0 69 8 10 7 0 25 14 125 4 0 143 +15 mins. 4 14 7 0 25 4 50 11 0 65 2 10 8 0 20 18 111 5 0 134 +30 mins. 6 19 4 0 29 2 65 4 0 71 5 14 17 0 36 9 44 0 0 53 +45 mins. 3 11 1 0 15 3 86 4 0 93 3 17 10 0 30 9 61 5 0 75 Total volume 14 58 14 0 86 13 262 23 0 298 18 51 42 0 111 50 341 14 0 405 %App.Total 16.3 67.4 16.3 0 4.4 87.9 7.7 0 16.2 45.9 37.8 0 12.3 84.2 3.5 0 PHF .583 .763 .500 .000 .741 .813 .762 .523 .000 .801 .563 .750 .618 .000 .771 .694 .682 .700 .000 .708 General Traffic 14 57 14 0 85 13 261 23 0 297 18 51 42 0 111 50 341 14 0 405 %General Traffic 100 98. 100 0 98.8 100 99. 100 0 99.7 100 100 100 0 100 100 100 100 0 100 Ax1 H<aryT�c� 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1.7 0 0 1.2 0 0.4 0 0 0.3 0 0 0 0 0 0 0 0 0 0 Tr , McDermott Road In-Peak Hour:03:15 PM 85 1 86 14 57 141 0 0 1 0 0 14 58 14 0 Right Tju Leo Peds Peak Hour Data a �J 3� CO,r "'WOW 0 o North CDl0 L 1 n O Ln M L ?N N 4C�1 �° g General Traffic c N o Y c 3+Axle Heavy Trucks ^r N " u� to to rCD a0o��pp � N co LL ♦ �xWOW WO. a o cD u cl w ur CD3 d o00 Left Thru Right Peds 42 51 18 0 0 0 0 0 42 51 18 0 111 0 111 In-Peak Hour:03:30 PM L2 Data Collection 1_21DataCollection.com Idaho (208)860-7554 Utah (801)413-2993 Study: KITT0223 File Name : Ustick Rd & McDermott Rd Intersection: Ustick Rd / McDermott Rd Site Code : 00000000 City, State: Ada County, Idaho Start Date : 12/9/2021 Control: Stop Sign Page No : 7 Image 1 McDermolt Road and Ustack Road ' Mmidrn r.ir, lk Sib al�ti.:k tea' r. 3+-}r(•.,_��*. •F _ _ •s - L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 Black Cat Rd b Chinden Blvd& McMillan Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 Black Cat Rd between Chinden Blvd &McMillan Rd Ada County, Idaho 12/9/2021 Southbound Northbound Time Total 12:00 AM 0 12:15 0 12:30 0 12:45 0 1:00 0 1:15 0 1:30 0 1:45 0 2:00 2 0 2 2:15 1 0 1 2:30 0 2 2 2:45 1 2 3 3:00 0 0 0 3:15 1 2 3 3:30 2 1 3 3:45 0 1 1 4:00 1 2 3 4:15 2 1 3 4:30 1 3 4 4:45 3 4 7 5:00 9 3 12 5:15 15 2 17 5:30 9 14 23 5:45 19 7 26 6:00 20 20 40 6:15 22 16 38 6:30 34 26 60 6:45 46 32 78 7:00 76 50 126 7:15 125 72 197 7:30 58 88 146 7:45 72 107 179 8:00 70 73 143 8:15 86 74 160 8:30 56 66 122 8:45 106 98 204 9:00 81 70 151 9:15 60 66 126 9:30 86 64 150 9:45 63 54 117 10:00 41 52 93 10:15 54 48 102 10:30 53 44 97 10:45 58 51 109 11:00 74 48 122 11:15 66 67 133 11:30 44 55 99 11:45 48 80 128 Total 1565 1465 3030 Percent 51.7% 48.3% Peak 8:45 7:30 7:15 Volume 333 342 665 Peak Factor 0.785 0.799 0.844 1 L2 Data Collection 1-21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 Black Cat Rd b Chinden Blvd& McMillan Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 Black Cat Rd between Chinden Blvd &McMillan Rd Ada County, Idaho 12/9/2021 Southbound Northbound Time Total 12:00 PM 74 78 152 12:15 58 64 122 12:30 63 75 138 12:45 65 66 131 1:00 62 63 125 1:15 66 60 126 1:30 54 54 108 1:45 62 71 133 2:00 58 76 134 2:15 83 55 138 2:30 70 74 144 2:45 68 119 187 3:00 70 94 164 3:15 92 72 164 3:30 66 106 172 3:45 99 89 188 4:00 115 84 199 4:15 98 100 198 4:30 118 86 204 4:45 98 95 193 5:00 108 82 190 5:15 118 76 194 5:30 87 64 151 5:45 102 66 168 6:00 78 65 143 6:15 60 56 116 6:30 60 42 102 6:45 36 42 78 7:00 48 34 82 7:15 32 34 66 7:30 24 24 48 7:45 26 31 57 8:00 14 28 42 8:15 27 21 48 8:30 16 34 50 8:45 23 21 44 9:00 22 22 44 9:15 18 30 48 9:30 17 26 43 9:45 12 11 23 10:00 7 11 18 10:15 11 6 17 10:30 8 7 15 10:45 7 14 21 11:00 7 4 11 11:15 4 12 16 11:30 1 7 8 11:45 5 1 6 Total 2517 2452 4969 Percent 50.7% 49.3% Peak 4:30 2:45 4:00 Volume 442 391 794 Peak Factor 0.936 0.821 0.973 2 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 Black Cat Rd b Chinden Blvd& McMillan Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 Black Cat Rd between Chinden Blvd &McMillan Rd Ada County, Idaho 12/10/2021 Southbound Northbound Time Total 12:00 AM 1 2 3 12:15 1 5 6 12:30 0 2 2 12:45 1 1 2 1:00 2 1 3 1:15 1 0 1 1:30 0 1 1 1:45 1 0 1 2:00 0 2:15 0 2:30 0 2:45 0 3:00 0 3:15 0 3:30 0 3:45 0 4:00 0 4:15 0 4:30 0 4:45 0 5:00 0 5:15 0 5:30 0 5:45 0 6:00 0 6:15 0 6:30 0 6:45 0 7:00 0 7:15 0 7:30 0 7:45 0 8:00 0 8:15 0 8:30 0 8:45 0 9:00 0 9:15 0 9:30 0 9:45 0 10:00 0 10:15 0 10:30 0 10:45 0 11:00 0 11:15 0 11:30 0 11:45 0 Total 7 12 19 Percent 36.8% 63.2% Peak 12:15 12:00 AM 12:00 AM Volume 4 10 13 Peak Factor 0.500 0.500 0.542 Grand Total 4089 3929 8018 Percent 51.0% 49.0% AADT ADT:4,009 AADT:4,009 3 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 Black Cat Rd b McMillan Rd& Ustick Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 Black Cat Rd between McMillan Rd &Ustick Rd Ada County, Idaho 12/9/2021 Southbound Northbound Time Total 12:00 AM 0 12:15 0 12:30 0 12:45 0 1:00 0 1:15 0 1:30 0 1:45 0 2:00 0 0 0 2:15 1 0 1 2:30 2 2 4 2:45 2 1 3 3:00 0 0 0 3:15 1 1 2 3:30 2 1 3 3:45 2 0 2 4:00 3 2 5 4:15 2 1 3 4:30 2 3 5 4:45 4 8 12 5:00 8 3 11 5:15 17 6 23 5:30 15 11 26 5:45 18 10 28 6:00 26 20 46 6:15 23 31 54 6:30 45 29 74 6:45 46 32 78 7:00 60 64 124 7:15 72 62 134 7:30 76 116 192 7:45 58 76 134 8:00 64 68 132 8:15 72 66 138 8:30 53 82 135 8:45 66 69 135 9:00 80 58 138 9:15 52 46 98 9:30 76 54 130 9:45 68 54 122 10:00 34 44 78 10:15 42 47 89 10:30 56 40 96 10:45 44 42 86 11:00 62 40 102 11:15 63 43 106 11:30 53 48 101 11:45 48 76 124 Total 1418 1356 2774 Percent 51.1% 48.9% Peak 9:00 7:30 7:30 Volume 276 326 596 Peak Factor 0.863 0.703 0.776 1 L2 Data Collection 1-21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 Black Cat Rd b McMillan Rd& Ustick Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 Black Cat Rd between McMillan Rd &Ustick Rd Ada County, Idaho 12/9/2021 Southbound Northbound Time Total 12:00 PM 55 78 133 12:15 55 60 115 12:30 62 58 120 12:45 76 63 139 1:00 68 58 126 1:15 60 60 120 1:30 56 68 124 1:45 44 62 106 2:00 64 56 120 2:15 80 56 136 2:30 87 70 157 2:45 76 108 184 3:00 74 104 178 3:15 94 71 165 3:30 83 92 175 3:45 107 80 187 4:00 118 80 198 4:15 110 112 222 4:30 116 83 199 4:45 116 96 212 5:00 108 82 190 5:15 108 90 198 5:30 96 78 174 5:45 110 64 174 6:00 86 71 157 6:15 66 58 124 6:30 55 48 103 6:45 59 27 86 7:00 40 48 88 7:15 34 29 63 7:30 28 30 58 7:45 28 36 64 8:00 22 24 46 8:15 30 30 60 8:30 15 29 44 8:45 25 23 48 9:00 31 22 53 9:15 11 21 32 9:30 17 11 28 9:45 12 14 26 10:00 14 9 23 10:15 16 12 28 10:30 15 6 21 10:45 12 24 36 11:00 7 7 14 11:15 6 13 19 11:30 1 10 11 11:45 6 6 12 Total 2659 2437 5096 Percent 52.2% 47.8% Peak 4:00 2:45 4:00 Volume 460 375 831 Peak Factor 0.975 0.868 0.936 2 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 Black Cat Rd b McMillan Rd& Ustick Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 Black Cat Rd between McMillan Rd &Ustick Rd Ada County, Idaho 12/10/2021 Southbound Northbound Time Total 12:00 AM 4 4 8 12:15 0 3 3 12:30 0 3 3 12:45 1 1 2 1:00 0 0 0 1:15 1 0 1 1:30 1 1 2 1:45 0 2 2 2:00 0 2:15 0 2:30 0 2:45 0 3:00 0 3:15 0 3:30 0 3:45 0 4:00 0 4:15 0 4:30 0 4:45 0 5:00 0 5:15 0 5:30 0 5:45 0 6:00 0 6:15 0 6:30 0 6:45 0 7:00 0 7:15 0 7:30 0 7:45 0 8:00 0 8:15 0 8:30 0 8:45 0 9:00 0 9:15 0 9:30 0 9:45 0 10:00 0 10:15 0 10:30 0 10:45 0 11:00 0 11:15 0 11:30 0 11:45 0 Total 7 14 21 Percent 33.3% 66.7% Peak 12:00 AM 12:00 AM 12:00 AM Volume 5 11 16 Peak Factor 0.313 0.688 0.500 Grand Total 4084 3807 7891 Percent 51.8% 48.2% AADT ADT:3,946 AADT:3,946 3 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 McMillan Rd b McDermott Rd& Rustic Oak Way Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 McMillan Rd between McDermott Rd &Rustic Oak Way Ada County, Idaho 12/9/2021 Westbound Eastbound Time Total 12:00 AM 0 12:15 0 12:30 0 12:45 0 1:00 0 0 0 1:15 0 0 0 1:30 1 0 1 1:45 0 0 0 2:00 1 0 1 2:15 1 0 1 2:30 1 0 1 2:45 0 0 0 3:00 1 1 2 3:15 0 0 0 3:30 0 1 1 3:45 2 0 2 4:00 1 0 1 4:15 0 0 0 4:30 3 1 4 4:45 1 3 4 5:00 4 0 4 5:15 3 2 5 5:30 6 3 9 5:45 8 5 13 6:00 7 12 19 6:15 6 8 14 6:30 14 9 23 6:45 28 18 46 7:00 72 36 108 7:15 130 48 178 7:30 87 106 193 7:45 76 70 146 8:00 26 40 66 8:15 32 28 60 8:30 29 22 51 8:45 20 18 38 9:00 26 22 48 9:15 16 18 34 9:30 21 18 39 9:45 12 16 28 10:00 10 12 22 10:15 23 10 33 10:30 22 16 38 10:45 28 65 93 11:00 50 9 59 11:15 47 19 66 11:30 21 12 33 11:45 16 22 38 Total 852 670 1522 Percent 56.0% 44.0% Peak 7:00 7:15 7:00 Volume 365 264 625 Peak Factor 0.702 0.623 0.810 1 L2 Data Collection 1-21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 McMillan Rd b McDermott Rd& Rustic Oak Way Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 McMillan Rd between McDermott Rd &Rustic Oak Way Ada County, Idaho 12/9/2021 Westbound Eastbound Time Total 12:00 PM 12 10 22 12:15 24 14 38 12:30 23 12 35 12:45 22 11 33 1:00 22 18 40 1:15 22 19 41 1:30 20 11 31 1:45 34 12 46 2:00 42 13 55 2:15 43 19 62 2:30 52 82 134 2:45 42 98 140 3:00 46 38 84 3:15 59 27 86 3:30 37 50 87 3:45 41 47 88 4:00 62 15 77 4:15 38 28 66 4:30 46 34 80 4:45 46 26 72 5:00 80 41 121 5:15 70 32 102 5:30 67 30 97 5:45 66 27 93 6:00 61 32 93 6:15 36 21 57 6:30 47 11 58 6:45 30 17 47 7:00 38 12 50 7:15 36 22 58 7:30 26 17 43 7:45 8 6 14 8:00 10 6 16 8:15 20 5 25 8:30 6 9 15 8:45 10 15 25 9:00 22 54 76 9:15 17 47 64 9:30 14 54 68 9:45 6 16 22 10:00 8 5 13 10:15 2 8 10 10:30 5 7 12 10:45 4 13 17 11:00 1 2 3 11:15 3 2 5 11:30 0 0 0 11:45 3 1 4 Total 1429 1096 2525 Percent 56.6% 43.4% Peak 5:00 2:30 2:30 Volume 283 245 444 Peak Factor 0.884 0.625 0.793 2 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 McMillan Rd b McDermott Rd& Rustic Oak Way Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 McMillan Rd between McDermott Rd &Rustic Oak Way Ada County, Idaho 12/10/2021 Westbound Eastbound Time Total 12:00 AM 2 1 3 12:15 0 0 0 12:30 2 1 3 12:45 0 1 1 1:00 0 1:15 0 1:30 0 1:45 0 2:00 0 2:15 0 2:30 0 2:45 0 3:00 0 3:15 0 3:30 0 3:45 0 4:00 0 4:15 0 4:30 0 4:45 0 5:00 0 5:15 0 5:30 0 5:45 0 6:00 0 6:15 0 6:30 0 6:45 0 7:00 0 7:15 0 7:30 0 7:45 0 8:00 0 8:15 0 8:30 0 8:45 0 9:00 0 9:15 0 9:30 0 9:45 0 10:00 0 10:15 0 10:30 0 10:45 0 11:00 0 11:15 0 11:30 0 11:45 0 Total 4 3 7 Percent 57.1% 42.9% Peak 12:00 AM 12:00 AM 12:00 AM Volume 4 3 7 Peak Factor 0.500 0.750 0.583 Grand Total 2285 1769 4054 Percent 56.4% 43.6% AADT ADT:2,027 AADT:2,027 3 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 McMillan Rd b Owyhee Storm Ave& McDermott Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 McMillan between Owyhee Stotrm Ave&McDermott Rd Ada County, Idaho 12/9/2021 Westbound Eastbound Time Total 12:00 AM 0 12:15 0 12:30 0 12:45 0 1:00 0 0 0 1:15 0 0 0 1:30 1 0 1 1:45 0 0 0 2:00 1 0 1 2:15 0 0 0 2:30 1 0 1 2:45 0 0 0 3:00 1 0 1 3:15 1 0 1 3:30 0 1 1 3:45 2 0 2 4:00 0 0 0 4:15 1 0 1 4:30 2 1 3 4:45 2 3 5 5:00 5 0 5 5:15 3 0 3 5:30 6 3 9 5:45 7 3 10 6:00 5 5 10 6:15 7 5 12 6:30 10 8 18 6:45 19 9 28 7:00 69 38 107 7:15 128 60 188 7:30 75 109 184 7:45 37 38 75 8:00 22 30 52 8:15 24 24 48 8:30 25 19 44 8:45 18 11 29 9:00 24 16 40 9:15 13 20 33 9:30 16 14 30 9:45 12 12 24 10:00 10 10 20 10:15 22 11 33 10:30 20 13 33 10:45 22 67 89 11:00 48 8 56 11:15 50 12 62 11:30 23 12 35 11:45 17 16 33 Total 749 578 1327 Percent 56.4% 43.6% Peak 7:00 7:00 7:00 Volume 309 245 554 Peak Factor 0.604 0.562 0.737 1 L2 Data Collection 1-21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 McMillan Rd b Owyhee Storm Ave& McDermott Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 McMillan between Owyhee Stotrm Ave&McDermott Rd Ada County, Idaho 12/9/2021 Westbound Eastbound Time Total 12:00 PM 9 5 14 12:15 18 10 28 12:30 17 13 30 12:45 18 6 24 1:00 22 16 38 1:15 21 18 39 1:30 20 11 31 1:45 26 11 37 2:00 36 10 46 2:15 43 22 65 2:30 44 120 164 2:45 40 92 132 3:00 30 32 62 3:15 41 32 73 3:30 28 34 62 3:45 35 22 57 4:00 53 12 65 4:15 38 14 52 4:30 48 25 73 4:45 48 24 72 5:00 78 31 109 5:15 77 24 101 5:30 62 22 84 5:45 62 32 94 6:00 61 29 90 6:15 42 17 59 6:30 44 12 56 6:45 36 14 50 7:00 36 11 47 7:15 37 23 60 7:30 25 16 41 7:45 10 7 17 8:00 10 6 16 8:15 20 7 27 8:30 5 8 13 8:45 7 18 25 9:00 22 57 79 9:15 19 48 67 9:30 12 48 60 9:45 7 15 22 10:00 7 4 11 10:15 2 6 8 10:30 6 6 12 10:45 4 9 13 11:00 1 2 3 11:15 3 2 5 11:30 0 0 0 11:45 2 2 4 Total 1332 1005 2337 Percent 57.0% 43.0% Peak 5:00 2:30 2:30 Volume 279 276 431 Peak Factor 0.894 0.575 0.657 2 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 McMillan Rd b Owyhee Storm Ave& McDermott Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 McMillan between Owyhee Stotrm Ave&McDermott Rd Ada County, Idaho 12/10/2021 Westbound Eastbound Time Total 12:00 AM 2 1 3 12:15 0 0 0 12:30 2 1 3 12:45 0 1 1 1:00 0 1:15 0 1:30 0 1:45 0 2:00 0 2:15 0 2:30 0 2:45 0 3:00 0 3:15 0 3:30 0 3:45 0 4:00 0 4:15 0 4:30 0 4:45 0 5:00 0 5:15 0 5:30 0 5:45 0 6:00 0 6:15 0 6:30 0 6:45 0 7:00 0 7:15 0 7:30 0 7:45 0 8:00 0 8:15 0 8:30 0 8:45 0 9:00 0 9:15 0 9:30 0 9:45 0 10:00 0 10:15 0 10:30 0 10:45 0 11:00 0 11:15 0 11:30 0 11:45 0 Total 4 3 7 Percent 57.1% 42.9% Peak 12:00 AM 12:00 AM 12:00 AM Volume 4 3 7 Peak Factor 0.500 0.750 0.583 Grand Total 2085 1586 3671 Percent 56.8% 43.2% AADT ADT: 1,836 AADT: 1,836 3 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 McMillan Rd E of Black Cat Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 McMillan Road east of Black Cat Road Ada County, Idaho 12/9/2021 Westbound Eastbound Time Total 12:00 AM 0 12:15 0 12:30 0 12:45 0 1:00 1 0 1 1:15 1 1 2 1:30 2 1 3 1:45 0 0 0 2:00 1 1 2 2:15 2 0 2 2:30 2 0 2 2:45 2 2 4 3:00 0 0 0 3:15 0 0 0 3:30 0 2 2 3:45 2 0 2 4:00 2 1 3 4:15 1 3 4 4:30 3 5 8 4:45 2 12 14 5:00 6 5 11 5:15 4 13 17 5:30 10 12 22 5:45 11 25 36 6:00 11 29 40 6:15 15 21 36 6:30 17 34 51 6:45 40 48 88 7:00 52 78 130 7:15 90 101 191 7:30 68 116 184 7:45 74 90 164 8:00 47 80 127 8:15 64 76 140 8:30 48 86 134 8:45 54 88 142 9:00 66 76 142 9:15 54 58 112 9:30 70 48 118 9:45 40 51 91 10:00 39 61 100 10:15 55 66 121 10:30 68 66 134 10:45 56 89 145 11:00 92 76 168 11:15 106 66 172 11:30 74 48 122 11:45 60 66 126 Total 1412 1701 3113 Percent 45.4% 54.6% Peak 11:00 7:15 7:00 Volume 332 387 669 Peak Factor 0.783 0.834 0.876 1 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 McMillan Rd E of Black Cat Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 McMillan Road east of Black Cat Road Ada County, Idaho 12/9/2021 Westbound Eastbound Time Total 12:00 PM 67 78 145 12:15 74 74 148 12:30 75 54 129 12:45 81 54 135 1:00 76 72 148 1:15 83 54 137 1:30 70 66 136 1:45 88 40 128 2:00 92 60 152 2:15 78 59 137 2:30 92 78 170 2:45 97 120 217 3:00 105 90 195 3:15 108 68 176 3:30 113 93 206 3:45 115 90 205 4:00 125 71 196 4:15 126 80 206 4:30 117 78 195 4:45 117 70 187 5:00 128 81 209 5:15 124 83 207 5:30 124 91 215 5:45 142 72 214 6:00 132 67 199 6:15 84 63 147 6:30 90 46 136 6:45 82 44 126 7:00 95 40 135 7:15 70 43 113 7:30 74 32 106 7:45 52 42 94 8:00 60 26 86 8:15 54 22 76 8:30 38 21 59 8:45 38 24 62 9:00 40 55 95 9:15 27 45 72 9:30 42 50 92 9:45 23 20 43 10:00 21 10 31 10:15 18 12 30 10:30 19 8 27 10:45 15 16 31 11:00 11 6 17 11:15 12 9 21 11:30 3 4 7 11:45 9 8 17 Total 3526 2489 6015 Percent 58.6% 41.4% Peak 5:15 2:45 5:00 Volume 522 371 845 Peak Factor 0.919 0.773 0.983 2 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 McMillan Rd E of Black Cat Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 McMillan Road east of Black Cat Road Ada County, Idaho 12/10/2021 Westbound Eastbound Time Total 12:00 AM 2 2 4 12:15 1 2 3 12:30 4 3 7 12:45 2 0 2 1:00 0 1:15 0 1:30 0 1:45 0 2:00 0 2:15 0 2:30 0 2:45 0 3:00 0 3:15 0 3:30 0 3:45 0 4:00 0 4:15 0 4:30 0 4:45 0 5:00 0 5:15 0 5:30 0 5:45 0 6:00 0 6:15 0 6:30 0 6:45 0 7:00 0 7:15 0 7:30 0 7:45 0 8:00 0 8:15 0 8:30 0 8:45 0 9:00 0 9:15 0 9:30 0 9:45 0 10:00 0 10:15 0 10:30 0 10:45 0 11:00 0 11:15 0 11:30 0 11:45 0 Total 9 7 16 Percent 56.3% 43.8% Peak 12:00 AM 12:00 AM 12:00 AM Volume 9 7 16 Peak Factor 0.563 0.583 0.571 Grand Total 4947 4197 9144 Percent 54.1% 45.9% AADT ADT:4,572 AADT:4,572 3 L2 Data Collection 1-21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 McMillan Rd W of Owyhee Storm Ave Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/9/2021 Count:Axle Hits/2 McMillan Road west of Owyhee Storm Avenue Ada County, Idaho 12/9/2021 Westbound Eastbound Time Total 12:00 AM 0 0 0 12:15 1 0 1 12:30 0 0 0 12:45 1 2 3 1:00 0 0 0 1:15 0 0 0 1:30 1 0 1 1:45 0 0 0 2:00 0 0 0 2:15 1 0 1 2:30 1 0 1 2:45 0 0 0 3:00 1 0 1 3:15 1 0 1 3:30 0 1 1 3:45 1 0 1 4:00 1 0 1 4:15 1 0 1 4:30 1 1 2 4:45 2 3 5 5:00 6 0 6 5:15 3 0 3 5:30 4 3 7 5:45 3 6 9 6:00 6 3 9 6:15 3 6 9 6:30 11 4 15 6:45 11 25 36 7:00 16 50 66 7:15 48 92 140 7:30 52 73 125 7:45 42 42 84 8:00 28 26 54 8:15 20 20 40 8:30 14 18 32 8:45 24 11 35 9:00 10 16 26 9:15 20 12 32 9:30 16 13 29 9:45 12 13 25 10:00 7 9 16 10:15 19 9 28 10:30 22 9 31 10:45 15 8 23 11:00 21 9 30 11:15 20 7 27 11:30 20 10 30 11:45 18 16 34 Total 504 517 1021 Percent 49.4% 50.6% Peak 7:15 7:00 7:00 Volume 170 257 415 Peak Factor 0.817 0.698 0.741 1 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 McMillan Rd W of Owyhee Storm Ave Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/9/2021 Count:Axle Hits/2 McMillan Road west of Owyhee Storm Avenue Ada County, Idaho 12/9/2021 Westbound Eastbound Time Total 12:00 PM 5 4 9 12:15 15 8 23 12:30 14 14 28 12:45 16 5 21 1:00 26 8 34 1:15 25 14 39 1:30 18 9 27 1:45 18 10 28 2:00 20 10 30 2:15 18 30 48 2:30 68 22 90 2:45 79 19 98 3:00 35 24 59 3:15 34 11 45 3:30 27 19 46 3:45 39 18 57 4:00 36 15 51 4:15 32 13 45 4:30 43 24 67 4:45 46 24 70 5:00 58 24 82 5:15 80 20 100 5:30 58 20 78 5:45 54 26 80 6:00 62 18 80 6:15 42 13 55 6:30 30 11 41 6:45 21 12 33 7:00 10 19 29 7:15 11 15 26 7:30 16 9 25 7:45 9 5 14 8:00 6 3 9 8:15 14 9 23 8:30 14 3 17 8:45 11 5 16 9:00 26 10 36 9:15 29 8 37 9:30 22 10 32 9:45 7 5 12 10:00 5 1 6 10:15 3 2 5 10:30 5 1 6 10:45 4 10 14 11:00 2 3 5 11:15 3 1 4 11:30 0 0 0 11:45 1 2 3 Total 1217 566 1783 Percent 68.3% 31.7% Peak 5:15 2:15 5:00 Volume 254 95 340 Peak Factor 0.794 0.792 0.850 Grand Total 1721 1083 2804 Percent 61.4% 38.6% AADT ADT:2,804 AADT:2,804 2 L2 Data Collection 1-21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 Owyhee Storm Ave b McMillan Rd& Ustick Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/9/2021 Count:Axle Hits/2 Owyhee Stor Ave between McMillan Rd&Ustick Rd Ada County, Idaho 12/9/2021 Southbound Northbound Time Total 12:00 AM 0 0 0 12:15 0 0 0 12:30 0 0 0 12:45 0 0 0 1:00 0 0 0 1:15 0 0 0 1:30 0 0 0 1:45 0 0 0 2:00 0 0 0 2:15 0 0 0 2:30 0 0 0 2:45 0 0 0 3:00 0 0 0 3:15 0 0 0 3:30 0 0 0 3:45 0 0 0 4:00 0 0 0 4:15 0 0 0 4:30 0 0 0 4:45 0 0 0 5:00 0 0 0 5:15 0 0 0 5:30 1 0 1 5:45 11 2 13 6:00 0 3 3 6:15 3 0 3 6:30 1 1 2 6:45 21 1 22 7:00 79 24 103 7:15 151 68 219 7:30 133 119 252 7:45 20 25 45 8:00 7 10 17 8:15 2 4 6 8:30 4 3 7 8:45 6 2 8 9:00 12 2 14 9:15 4 12 16 9:30 3 3 6 9:45 1 3 4 10:00 2 1 3 10:15 3 3 6 10:30 6 8 14 10:45 8 61 69 11:00 31 9 40 11:15 39 8 47 11:30 5 2 7 11:45 2 3 5 Total 555 377 932 Percent 59.5% 40.5% Peak 6:45 7:00 7:00 Volume 384 236 619 Peak Factor 0.636 0.496 0.614 1 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 Owyhee Storm Ave b McMillan Rd& Ustick Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/9/2021 Count:Axle Hits/2 Owyhee Stor Ave between McMillan Rd&Ustick Rd Ada County, Idaho 12/9/2021 Southbound Northbound Time Total 12:00 PM 2 1 3 12:15 3 1 4 12:30 2 2 4 12:45 3 1 4 1:00 2 12 14 1:15 0 6 6 1:30 1 4 5 1:45 9 2 11 2:00 15 3 18 2:15 46 7 53 2:30 38 139 177 2:45 30 156 186 3:00 8 27 35 3:15 10 18 28 3:30 10 22 32 3:45 6 15 21 4:00 11 6 17 4:15 18 7 25 4:30 15 9 24 4:45 10 6 16 5:00 15 12 27 5:15 15 13 28 5:30 10 5 15 5:45 25 22 47 6:00 24 34 58 6:15 15 19 34 6:30 26 9 35 6:45 25 10 35 7:00 39 7 46 7:15 33 16 49 7:30 22 14 36 7:45 4 7 11 8:00 9 6 15 8:15 8 6 14 8:30 4 11 15 8:45 2 17 19 9:00 20 70 90 9:15 16 66 82 9:30 10 64 74 9:45 7 14 21 10:00 3 5 8 10:15 0 3 3 10:30 1 4 5 10:45 1 1 2 11:00 0 1 1 11:15 0 1 1 11:30 0 0 0 11:45 0 0 0 Total 573 881 1454 Percent 39.4% 60.6% Peak 2:00 2:30 2:15 Volume 129 340 451 Peak Factor 0.701 0.545 0.606 Grand Total 1128 1258 2386 Percent 47.3% 52.7% AADT ADT:2,386 AADT:2,386 2 L2 Data Collection 1-21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 Ustick Rd b McDermott Rd&Black Cat Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/9/2021 Count:Axle Hits/2 Ustick Rd between McDermott Rd& Black Cat Rd Ada County, Idaho 12/9/2021 Westbound Eastbound Time Total 12:00 AM 6 0 6 12:15 3 0 3 12:30 1 3 4 12:45 1 1 2 1:00 0 3 3 1:15 1 0 1 1:30 0 0 0 1:45 2 4 6 2:00 1 0 1 2:15 2 1 3 2:30 0 2 2 2:45 1 2 3 3:00 0 2 2 3:15 1 2 3 3:30 2 0 2 3:45 1 0 1 4:00 3 2 5 4:15 3 1 4 4:30 2 3 5 4:45 0 10 10 5:00 3 5 8 5:15 8 7 15 5:30 16 11 27 5:45 24 10 34 6:00 21 16 37 6:15 28 21 49 6:30 26 30 56 6:45 50 32 82 7:00 94 43 137 7:15 192 94 286 7:30 91 114 205 7:45 56 58 114 8:00 53 78 131 8:15 38 56 94 8:30 37 54 91 8:45 50 52 102 9:00 39 38 77 9:15 40 45 85 9:30 44 40 84 9:45 31 33 64 10:00 26 32 58 10:15 34 32 66 10:30 36 42 78 10:45 33 46 79 11:00 44 36 80 11:15 37 49 86 11:30 36 43 79 11:45 36 39 75 Total 1253 1192 2445 Percent 51.2% 48.8% Peak 7:00 7:15 7:00 Volume 433 344 742 Peak Factor 0.564 0.754 0.649 1 L2 Data Collection 1-21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 Ustick Rd b McDermott Rd&Black Cat Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/9/2021 Count:Axle Hits/2 Ustick Rd between McDermott Rd& Black Cat Rd Ada County, Idaho 12/9/2021 Westbound Eastbound Time Total 12:00 PM 38 33 71 12:15 32 52 84 12:30 42 40 82 12:45 40 28 68 1:00 28 40 68 1:15 46 34 80 1:30 40 38 78 1:45 47 38 85 2:00 67 50 117 2:15 79 48 127 2:30 74 118 192 2:45 44 124 168 3:00 54 56 110 3:15 66 70 136 3:30 60 70 130 3:45 71 42 113 4:00 88 57 145 4:15 84 58 142 4:30 96 66 162 4:45 79 58 137 5:00 71 78 149 5:15 116 90 206 5:30 110 56 166 5:45 106 64 170 6:00 118 64 182 6:15 72 42 114 6:30 71 38 109 6:45 56 28 84 7:00 65 32 97 7:15 38 19 57 7:30 46 24 70 7:45 26 20 46 8:00 17 22 39 8:15 26 22 48 8:30 13 32 45 8:45 17 32 49 9:00 17 66 83 9:15 26 56 82 9:30 14 41 55 9:45 15 14 29 10:00 7 11 18 10:15 4 8 12 10:30 8 15 23 10:45 3 22 25 11:00 6 15 21 11:15 5 7 12 11:30 4 6 10 11:45 3 1 4 Total 2255 2045 4300 Percent 52.4% 47.6% Peak 5:15 2:30 5:15 Volume 450 368 724 Peak Factor 0.953 0.742 0.879 Grand Total 3508 3237 6745 Percent 52.0% 48.0% AADT ADT:6,745 AADT:6,745 2 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 Ustick Rd E of Black Cat Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 Ustick Road east of Black Cat Road Ada County, Idaho 12/9/2021 Westbound Eastbound Time Total 12:00 AM 0 12:15 0 12:30 0 12:45 0 1:00 0 1:15 0 1:30 0 1:45 0 2:00 1 2 3 2:15 1 3 4 2:30 2 0 2 2:45 1 4 5 3:00 2 2 4 3:15 1 0 1 3:30 2 4 6 3:45 1 2 3 4:00 2 2 4 4:15 3 2 5 4:30 3 11 14 4:45 0 10 10 5:00 6 6 12 5:15 5 11 16 5:30 16 16 32 5:45 25 16 41 6:00 18 24 42 6:15 33 27 60 6:30 28 38 66 6:45 62 44 106 7:00 111 56 167 7:15 201 96 297 7:30 118 147 265 7:45 60 94 154 8:00 66 82 148 8:15 52 80 132 8:30 54 92 146 8:45 74 100 174 9:00 58 64 122 9:15 48 48 96 9:30 42 57 99 9:45 46 52 98 10:00 44 54 98 10:15 46 44 90 10:30 44 50 94 10:45 42 70 112 11:00 64 57 121 11:15 56 69 125 11:30 46 60 106 11:45 56 48 104 Total 1540 1644 3184 Percent 48.4% 51.6% Peak 6:45 7:15 7:00 Volume 492 419 883 Peak Factor 0.612 0.713 0.743 1 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 Ustick Rd E of Black Cat Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 Ustick Road east of Black Cat Road Ada County, Idaho 12/9/2021 Westbound Eastbound Time Total 12:00 PM 58 42 100 12:15 44 66 110 12:30 52 46 98 12:45 54 52 106 1:00 44 60 104 1:15 50 39 89 1:30 61 66 127 1:45 73 46 119 2:00 82 56 138 2:15 92 61 153 2:30 82 118 200 2:45 54 158 212 3:00 100 72 172 3:15 84 83 167 3:30 81 112 193 3:45 96 84 180 4:00 134 66 200 4:15 115 84 199 4:30 106 80 186 4:45 123 63 186 5:00 97 100 197 5:15 161 100 261 5:30 115 78 193 5:45 130 86 216 6:00 140 76 216 6:15 91 68 159 6:30 94 54 148 6:45 67 41 108 7:00 85 45 130 7:15 54 35 89 7:30 63 27 90 7:45 36 25 61 8:00 34 24 58 8:15 40 23 63 8:30 37 33 70 8:45 20 35 55 9:00 27 63 90 9:15 30 59 89 9:30 21 44 65 9:45 20 20 40 10:00 12 13 25 10:15 8 16 24 10:30 8 21 29 10:45 8 29 37 11:00 12 20 32 11:15 12 10 22 11:30 10 10 20 11:45 5 5 10 Total 3022 2614 5636 Percent 53.6% 46.4% Peak 5:15 2:30 5:15 Volume 546 431 886 Peak Factor 0.848 0.682 0.849 2 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 Ustick Rd E of Black Cat Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 Ustick Road east of Black Cat Road Ada County, Idaho 12/10/2021 Westbound Eastbound Time Total 12:00 AM 3 6 9 12:15 6 4 10 12:30 0 1 1 12:45 10 4 14 1:00 2 4 6 1:15 0 2 2 1:30 1 1 2 1:45 1 0 1 2:00 0 2:15 0 2:30 0 2:45 0 3:00 0 3:15 0 3:30 0 3:45 0 4:00 0 4:15 0 4:30 0 4:45 0 5:00 0 5:15 0 5:30 0 5:45 0 6:00 0 6:15 0 6:30 0 6:45 0 7:00 0 7:15 0 7:30 0 7:45 0 8:00 0 8:15 0 8:30 0 8:45 0 9:00 0 9:15 0 9:30 0 9:45 0 10:00 0 10:15 0 10:30 0 10:45 0 11:00 0 11:15 0 11:30 0 11:45 0 Total 23 22 45 Percent 51.1% 48.9% Peak 12:00 AM 12:00 AM 12:00 AM Volume 19 15 34 Peak Factor 0.475 0.625 0.607 Grand Total 4585 4280 8865 Percent 51.7% 48.3% AADT ADT:4,432 AADT:4,432 3 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 Ustick Rd W of McDermott Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 Ustick Road west of McDermott Road Ada County, Idaho 12/9/2021 Westbound Eastbound Time Total 12:00 AM 0 12:15 0 12:30 0 12:45 0 1:00 0 1:15 0 1:30 0 1:45 0 2:00 1 1 2 2:15 0 4 4 2:30 1 0 1 2:45 2 2 4 3:00 0 1 1 3:15 1 1 2 3:30 1 0 1 3:45 1 0 1 4:00 2 3 5 4:15 3 1 4 4:30 2 6 8 4:45 0 5 5 5:00 3 4 7 5:15 6 8 14 5:30 14 13 27 5:45 22 12 34 6:00 17 18 35 6:15 26 21 47 6:30 26 30 56 6:45 60 34 94 7:00 107 59 166 7:15 186 102 288 7:30 139 126 265 7:45 48 58 106 8:00 44 72 116 8:15 40 44 84 8:30 36 52 88 8:45 44 50 94 9:00 41 35 76 9:15 36 46 82 9:30 38 36 74 9:45 32 34 66 10:00 28 28 56 10:15 28 38 66 10:30 29 40 69 10:45 46 62 108 11:00 50 39 89 11:15 42 49 91 11:30 36 40 76 11:45 38 38 76 Total 1276 1212 2488 Percent 51.3% 48.7% Peak 6:45 7:15 7:00 Volume 492 358 825 Peak Factor 0.661 0.710 0.716 1 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 Ustick Rd W of McDermott Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 Ustick Road west of McDermott Road Ada County, Idaho 12/9/2021 Westbound Eastbound Time Total 12:00 PM 38 38 76 12:15 31 48 79 12:30 46 38 84 12:45 38 34 72 1:00 30 42 72 1:15 36 35 71 1:30 48 37 85 1:45 44 31 75 2:00 72 52 124 2:15 78 44 122 2:30 87 148 235 2:45 58 130 188 3:00 52 53 105 3:15 48 78 126 3:30 69 65 134 3:45 66 48 114 4:00 86 62 148 4:15 99 58 157 4:30 98 62 160 4:45 74 52 126 5:00 70 70 140 5:15 99 85 184 5:30 112 55 167 5:45 100 61 161 6:00 120 60 180 6:15 78 36 114 6:30 74 36 110 6:45 59 32 91 7:00 70 36 106 7:15 48 24 72 7:30 44 22 66 7:45 27 21 48 8:00 19 20 39 8:15 24 27 51 8:30 10 30 40 8:45 20 42 62 9:00 17 80 97 9:15 28 63 91 9:30 15 42 57 9:45 15 14 29 10:00 5 12 17 10:15 3 12 15 10:30 9 15 24 10:45 5 24 29 11:00 4 12 16 11:15 4 8 12 11:30 4 6 10 11:45 3 2 5 Total 2284 2102 4386 Percent 52.1% 47.9% Peak 5:15 2:30 5:15 Volume 431 409 692 Peak Factor 0.898 0.691 0.940 2 L2 Data Collection 1_21DataCollection.com Study: KITT0223 Idaho (208)860-7554 Utah (801)413-2993 Ustick Rd W of McDermott Rd Type:Volume/Direction Start Date: 12/9/2021 Tech:Judd/Klaren/Macomb End Date: 12/10/2021 Count:Axle Hits/2 Ustick Road west of McDermott Road Ada County, Idaho 12/10/2021 Westbound Eastbound Time Total 12:00 AM 0 1 1 12:15 4 1 5 12:30 0 0 0 12:45 3 3 6 1:00 2 0 2 1:15 1 2 3 1:30 1 2 3 1:45 2 0 2 2:00 0 2:15 0 2:30 0 2:45 0 3:00 0 3:15 0 3:30 0 3:45 0 4:00 0 4:15 0 4:30 0 4:45 0 5:00 0 5:15 0 5:30 0 5:45 0 6:00 0 6:15 0 6:30 0 6:45 0 7:00 0 7:15 0 7:30 0 7:45 0 8:00 0 8:15 0 8:30 0 8:45 0 9:00 0 9:15 0 9:30 0 9:45 0 10:00 0 10:15 0 10:30 0 10:45 0 11:00 0 11:15 0 11:30 0 11:45 0 Total 13 9 22 Percent 59.1% 40.9% Peak 12:15 12:45 12:45 Volume 9 7 14 Peak Factor 0.563 0.583 0.583 Grand Total 3573 3323 6896 Percent 51.8% 48.2% AADT ADT:3,448 AADT:3,448 3 Dwell 4,7 PREEMPT(3) Veh Det. 14-13 c�a E FYA M m OLP8/OLH v Y 04 07 4 v� Co Ped Phase 2 Channel13 02 FYA a `%i a W - 05 OPL6/ p w 3 y75 N � OLF � � s c t c > a , `" a m a m FYA a OPL2/ 01 a U a U 3 w 0 OLB 0 a ; O6 Street Name: Ped Phase 6 US 20/26/Chinden Blvd. Channel15 Phasing Diagram r._.—._.—._.—._.—._.—._r 03 08 FYA OPL4/OLD (FYA) 2 (FYA) 4 Rin 1 g Veh Det. 9-10 5 7 PREMMPT(4) (FYA) 6 (FYA) 8 Ring 2 Dwell 3,8 Location: Chinden And Black Cat ID NO.: 462 PhasingDiagram ChindenAndBlackCatDiagram202005l 3 Rev.-01-30-2020 SW Controller Database Timing Sheet 140, Station: 462 - Chinden & Black Cat - 980 ( Standard-9/22/2021 1:17:36 PM) Type: NTCIP 61.x TS2 Ethernet Firmware: 61.04q Created By: NTDomain\mboydstu Modified By: Reviewed By: n Actions 1 2 3 4 5 6 7 1 8 19 110111112113114115116117118119120121122123124125126127128129130131132133134135 Table - 1 Pattern 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 4 0 0 Aux 1 Aux 2 Aux 3 Special 1 Special 2 Special 3 Special 5 . Special 6 Special 7 Special 8 4 462 1/19 9/29/2021 2:13:58 PM Channels Assignments 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Table - 1 PH/OLP # 2 2 4 4 6 6 8 8 9 10 11 12 2 4 6 8 1 3 5 7 0 0 0 0 Type OLP VEH OLP VEH OLP VEH OLP VEH OLP OLP OLP OLP PED PED PED PED PED PED PED PED VEH VEH VEH VEH Flash RED RED RED RED RED RED RED RED RED RED RED RED DRK DRK DRK DRK DRK DRK DRK DRK DRK DRK DRK DRK Flash 1-2 Hertz Dimming Green Dimming Yellow Dimming Red Alt Cyc + + + + + + + + + + + + + + + + + + + + + + + + COORD Value Table 6d=� Operation Mode 0 Correct Mode SHRT/LNG Maximum Mode MAX 1 Force Mode FIXED 462 2/19 9/29/2021 2:13:58 PM Coord Plus Value Table - 1 Mode FRC Leave Before TIMED Leave After TIMED Recycle P3478_INH Stop In Walk X External Auto Reset Latch Sec Foff Coord Easy Float Yield Value 0 Coord NTCIP Yield Sign + Closed Loop Active Shortway+ Day Plan 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Table - 1 Hour 0 15 18 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 30 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 33 8 33 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 2 i Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 3 Hour 1 0 1 9 1 10 1 10 1 11 12 1 13 13 1 14 0 1 0 1 0 1 0 1 0 1 0 0 Minute 1 0 1 25 1 10 1 55 1 40 1 25 1 10 1 55 1 40 1 0 1 0 1 0 1 0 1 0 1 0 0 (Action 33 1 10 1 33 1 10 1 33 1 10 1 33 1 10 1 33 1 0 1 0 1 0 1 0 1 0 1 0 1 0 Table - 4 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 5 j j j j j j j f j i Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 462 3/19 9/29/2021 2:13:58 PM Day Plan 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Table - 6 Hour 0 15 16 17 18 19 20 20 0 0 0 0 0 0 0 0 Minute 0 0 55 40 30 10 0 40 0 0 0 0 0 0 0 0 Action 33 8 28 8 10 33 10 33 0 0 0 0 0 0 0 0 Table - 7 Hour 0 13 14 15 15 r 16 JMI 6 17 18 19 0 0 0 0 0 0 Minute 0 55 35 0 25 5 55 40 30 10 0 0 0 0 0 0 Action 33 10 33 8 28 8 28 8 10 33 0 0 0 0 0 0 Table - 8 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 9 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 10 ` Hour 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IAct i o n 133 Flashing Yellow Arrow Value Table - 1 Channel 1 13 Channel 2 14 Channel 3 15 Channel 4 16 Overlap Programming 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Table - 1 Included P1 0 1 0 3 0 5 0 7 0 0 0 0 0 0 0 0 Included P2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 0 462 4/19 9/29/2021 2:13:58 PM Overlap Programming 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Included P7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P1 0 2 0 4 0 6 0 8 0 0 0 0 0 0 0 0 Modify P2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NORMA NORMA NORMA NORMA NORMA NORMA NORMA NORMA NORMA NORMA NORMA NORMA Type L R-T/OTH L R-T/OTH L R-T/OTH L R-T/OTH L L L L L L L L Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Yellow 3.5 5 3.5 5 3.5 5 3.5 5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Red L 51 L 51 L 51 L 51 1.5 1.5 1.5 1.5 1.5 1.5 L.51 1.5 Overlap+ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Table - 1 Conflict P1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict 01 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict 02 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict 03 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict 04 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict 05 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict 06 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict 07 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict 08 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 462 5/19 9/29/2021 2:13:58 PM Overlap+ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Conflict Ped 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LeadGreen FYA After Preempt Green Delay 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Type FL YEL4 FL YEL4 FL YEL4 FL YEL4 FYA Delay 1 0 1 5 1 0 1 5 1 0 1 5 1 0 1 5 1 0 1 0 0 1 0 1 0 0 1 0 1 0 Pattern Plus 1 2 3 4 5 6 7 8 1 9 1011121314151617181920212223242526272829303132333435 Table - 1 Short 0 0 0 0 0 0 0 1 7 0 1101 0 1 0 0 1 0 1 0 1 0 0 1 0 1 0 0 1 0 1 0 1 0 0 1 0 1 0 0 1 7 1 0 1 0 0 1 0 1 0 0 1 0 Long 0 0 17 17 17 0 0 25 17 25 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 17 25 17 17 17 17 17 17 17 Dwell 20 20 0 0 0 20 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No Short P 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 0 0 No Short P 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No Short P 3 0 0 0 0 0 0 0 1 0 0 0 1 0 1 0 0 0 1 0 1 0 0 0 1 0 0 0 1 0 1 0 0 0 1 0 0 0 1 0 1 0 0 1 0 1 0 0 0 No Short P 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Early Yield 0 0 0 0 0 15 15 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE Offset GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN CNA Max2 Flt Min Veh . Min Ped . Ret Hold CIC Plan 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ph Opt Table 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ph Time Table 1 0 0 0 0 1 1 1 0 0 1 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 DetGrp 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CallInh 0 1 0 1 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 462 6/19 9/29/2021 2:13:58 PM Pattern Plus 1 2 3 4 5 6 7 8 9 1011121314151617181920212223242526272829303132333435 Olp Off 1 . Olp Off 2 X Olp Off 3 . Olp Off 4 X Olp Off S Olp Off 6 X Olp Off 7 Olp Off X . Dia Mode DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T Ofst2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ofst3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ofst4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 Patterns 1 2 3 4 5 6 7 8 9 1011121314151617181920212223242526272829303132333435 Table - 1 Cycle Time 80 70 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � 0 0 0 0 0 0 0 Offset Time 33 10 0 0 0 40 � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14 5 0 0 0 0 0 0 0 Split Number 1 2 0 0 0 6 7 8 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 Seq Number 4 13 1 1 1 1 1 15 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 15 1 1 1 1 1 1 1 Phase Entries 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Table - 1 Walk 0 5 0 5 0 5 0 5 0 0 0 0 0 0 0 0 Ped Clearance 0 17 0 27 0 21 0 24 0 0 0 0 0 0 0 0 Min Green 5 10 5 5 5 10 5 5 0 0 0 0 0 0 0 0 Passage 2 3 2 2 2 3 2 2 0 0 0 0 0 0 0 0 Max1 25 60 25 30 25 60 25 30 0 0 0 0 0 0 0 0 Max2 50 50 50 50 50 50 50 50 0 0 0 0 0 0 0 0 Yellow 5 5 5 5 5 5 5 5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Red 2 2 2 2 2 2 2 2 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Red Revert 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Added Initial 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max Initial 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 462 7/19 9/29/2021 2:13:58 PM Phase Entries 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Time Before Reduce 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cars Before Reduce 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time To Reduce 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reduce By 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Min Gap 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Dynamic Max Limit 0 90 0 0 0 90 0 0 0 0 0 0 0 0 0 0 Dynamic Max Step 0 15 0 0 0 15 0 0 0 0 0 0 0 0 0 0 Startup RED WALK RED RED RED WALK RED RED RED RED RED RED RED RED RED RED Enable X X X X X X X X Auto Entry X X Auto Exit X X Non Actl Non Act2 Lock Call Min Recall X X Max Recall Ped Recall Soft Recall Dual Entry X X X X Sim Gap Enable X X X X X X X X Guar Passage Rest In Walk Cond Service Add Init Calc Ring 1 1 1 1 2 2 2 2 0 0 0 0 0 0 0 0 Concur 1 5 5 7 7 1 1 3 3 0 0 0 0 0 0 0 0 Concur 2 6 6 8 8 2 2 4 4 0 0 0 0 0 0 0 0 Concur 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 10 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 0 Phase Entries+ 462 8/19 9/29/2021 2:13:58 PM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Table - 1 Reservice Walk Yellow Skip Red Red Rest Max 2 Ped Delay Conf Phsl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Green Ped Delay Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Omit Yel 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Out 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Start Yel 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Inhibit P1 Inhibit P2 Inhibit P3 Inhibit P4 Inhibit P5 Inhibit P6 Inhibit P7 Inhibit P8 Inhibit P9 Inhibit P10 Inhibit P11 Inhibit P12 Inhibit P13 Inhibit P14 Inhibit P15 Inhibit P16 Call Phsl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Call Phs2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Call Phs3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Call Phs4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 From Phsl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 To Phsl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 From Phs2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 To Phs2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 From Phs3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 To Phs3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 462 9/19 9/29/2021 2:13:58 PM Phase Entries+ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 From Phs4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 To Phs4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bike Clear 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ring Sequences 1 2 3 4 Table - 1 Ring P1 1 5 0 0 Ring P2 2 6 0 0 Ring P3 3 7 0 0 Ring P4 4 8 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 2 Ring P1 1 6 0 0 Ring P2 2 5 0 0 Ring P3 3 7 0 0 Ring P4 4 8 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 3 Ring P1 2 5 0 0 Ring P2 1 6 0 0 Ring P3 3 7 0 0 Ring P4 4 8 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 4 Ring P1 2 6 0 0 Ring P2 1 5 0 0 Ring P3 3 7 0 0 462 10/19 9/29/2021 2:13:58 PM Ring Sequences 1 2 3 4 Ring P4 4 8 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 5 Ring P1 1 5 0 0 Ring P2 2 6 0 0 Ring P3 3 8 0 0 Ring P4 4 7 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 6 Ring P1 1 6 0 0 Ring P2 2 5 0 0 Ring P3 3 8 0 0 Ring P4 4 7 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 7 Ring P1 2 5 0 0 Ring P2 1 6 0 0 Ring P3 3 8 0 0 Ring P4 4 7 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 8 Ring P1 2 6 0 0 Ring P2 1 5 0 0 Ring P3 3 8 0 0 462 11/19 9/29/2021 2:13:58 PM Ring Sequences 1 2 3 4 Ring P4 4 7 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 9 Ring P1 1 5 0 0 Ring P2 2 6 0 0 Ring P3 4 7 0 0 Ring P4 3 8 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 10 Ring P1 1 6 0 0 Ring P2 2 5 0 0 Ring P3 4 7 0 0 Ring P4 3 8 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 11 Ring P1 2 5 0 0 Ring P2 1 6 0 0 Ring P3 4 7 0 0 Ring P4 3 8 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 12 Ring P1 2 6 0 0 Ring P2 1 5 0 0 Ring P3 4 7 0 0 462 12/19 9/29/2021 2:13:58 PM Ring Sequences 1 2 3 4 Ring P4 3 8 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 13 Ring P1 1 5 0 0 Ring P2 2 6 0 0 Ring P3 4 8 0 0 Ring P4 3 7 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 14 Ring P1 1 6 0 0 Ring P2 2 5 0 0 Ring P3 4 8 0 0 Ring P4 3 7 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 15 Ring P1 2 5 0 0 Ring P2 1 6 0 0 Ring P3 4 8 0 0 Ring P4 3 7 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 16 Ring P1 2 6 0 0 Ring P2 1 5 0 0 Ring P3 4 8 0 0 462 13/19 9/29/2021 2:13:58 PM Ring Sequences 1 2 3 4 Ring P4 3 7 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 1 0 1 0 1 0 1 0 Scheduler 1 5 6=7 � 9 1 111 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Table - 1 Jan X X X Feb X X X Mar X X X Apr X X X May X X X Jun X X X Jul X X X Aug X X X Sep X X X Oct X X X Nov X X X X Dec X X X X X X 01 X X X 02 X X X 03 X X X 04 X X X 05 X X X 06 X X X 07 X X X . 08 X X X . 09 X X X 10 X X X 11 X X X 12 X X X 13 X X X 14 X X X 15 X X X . 16 X X X . 462 14/19 9/29/2021 2:13:58 PM Scheduler 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 17 X X X . 18 X X X 19 X X X . 20 X X X 21 X X X 22 X X X X 23 X X X X X 24 X X X X X . 25 X X X X X . 26 X X X X 27 X X X X 28 X X X X 29 X X X 30 X X X 31 X X X Sun X X . Mon X X . Tue X X Wed X X X Thu X X X X Fri X X Sat X X Plan 1 2 3 10 10 6 7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Splits 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Table - 1 Time 12 1 38 1 15 1 15 1 15 35 1 15 1 15 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 Mode NON I MAX I NON I NON I NON MAX I NON I NON I NON I NON I NON I NON I NON I NON I NON I NON Coord-Ph X Table - 2 Time 12 28 15 15 15 25 15 15 0 0 0 0 0 0 0 0 Mode NON MAX NON NON NON MAX NON NON NON NON NON NON NON NON NON NON Coord-Ph X Table - 3 Time 0 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 0 1 0 0 0 Mode I NON I NON I NON I NON I NON I NON I NON I NON I NON I NON I NON I NON I NON I NON I NON NON 462 15/19 9/29/2021 2:13:58 PM Splits 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ICoord-Ph I . I . I . I . I . I . I . I . I . I . I . I . I . I . I . I . Table - 4 Time 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode I NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 5 Time 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode I NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 6 Time 15 85 20 40 25 75 15 45 0 0 0 0 0 0 0 0 Mode NON MIN NON NON NON MIN NON NON NON NON NON NON NON NON NON NON Coord-Ph X Table - 7 Time 15 55 30 40 25 45 30 40 0 0 0 0 0 0 0 0 Mode NON MIN NON NON NON MIN NON NON NON NON NON NON NON NON NON NON Coord-Ph X Table - 8 Time 15 75 30 40 30 60 30 40 0 0 0 0 0 0 0 0 Mode NON MIN NON NON NON MIN NON NON NON NON NON NON NON NON NON NON Coord-Ph X Table - 9 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 10 Time 20 60 20 60 20 60 60 20 0 0 0 0 0 0 0 0 Mode NON MIN NON NON NON MIN NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 11 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 12 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON j NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph 462 16/19 9/29/2021 2:13:58 PM Splits 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Table - 13 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 14 i i i Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 15 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode I NON NON NON NON I NON NON I NON I NON NON NON NON NON NON NON NON NON Coord-Ph Table - 16 Time 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode I NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 17 j Time 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 Mode NON I NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 18 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 19 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 20 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 21 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON N NON NON NON NON NON NON NON NON Coord-Ph NO Table - 22 462 17/19 9/29/2021 2:13:58 PM splits 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 23 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode N NON NON NON NON NON NON NON NON NON NON NON I NON I NON I NON I NON Coord-Ph Table - 24 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 25 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD Coord-Ph Table - 26 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NVID NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD Coord-Ph Table - 27 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD Coord-Ph Table - 28 Time 15 72 30 43 30 57 36 37 0 0 0 0 0 0 0 0 Mode NON MIN NON NON NON MIN NON NON NON NON NON NON NON NON NON NON Coord-Ph X Table - 29 Time 0 0 0 -67 0 0 0 0 0 0 0 0 1 0 I 0 I 0 I 0 Mode NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD Coord-Ph Table - 30 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD Coord-Ph Table - 31 (Time 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 462 18/19 9/29/2021 2:13:58 PM Splits 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Mode I NVD I NVD I NVD I NVD I NVD I NVD I NVD I NVD I NVD I NVD I NVD I NVD I NVD I NVD I NVD NVD Coord-Ph Table - 32 Time 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode I NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph 462 19/19 9/29/2021 2:13:58 PM (01 8orH) CO (FYA) 4 7 L No Ped Phase 2 "a M 5 (FYA) (OIL 6 or F) a a (0/L 2 or B) (FYA) 1 a_ o_ 0 0 Z Z McMillan No Ped Phase 3 8 !ACHD Standard Phasing- ((FYA I (oFao p) 'Diagram j 0------------------------, FYA 2 FYA 4 Ring 1 FYA 6 FYA $ Ring 2 Location: McMillan&Star (#477) PhasingUagram McMillanAndStarDiagram Rev.-05292003MB Controller Database Timing Sheet 140, Station: 477 - McMillan & Star ( Standard-8/17/2021 9:54:12 AM) Type: Scout Ethernet v85.2 Firmware: Created By: NTDomain\mboydstu Modified By: Reviewed By: n Phase Times and Options(1.1.1/1.1.2/1.1.4) 1 2 3 4 5 6 7 8 Table - 1 MIN GRN 5 10 5 10 5 10 5 10 Gap Ext 2 3 2 3 2 3 2 3 MAX 1 25 50 25 50 25 50 25 50 Max 2 30 75 30 75 30 75 30 75 Yel Or 4 5 4 5 4 5 4 5 Red Or 2 1 2 1 2 1 2 1 Walk 0 0 0 0 0 0 0 0 Ped Or 0 0 0 0 0 0 0 0 Red Revt 0 0 0 0 0 0 0 0 Add Init 0 0 0 0 0 0 0 0 Max Init 0 0 0 0 0 0 0 0 Gap Reduce Time B4 0 0 0 0 0 0 0 0 Gap Reduce Cars B4 0 0 0 0 0 0 0 0 Reduce Gap Reduce Time To 0 0 0 0 0 0 0 0 Gap Reduce ReduceBy 0 0 0 0 0 0 0 0 Gap Reduce Min Gap 0 0 0 0 0 0 0 0 DyMaxLim 0 0 0 0 0 0 0 0 Max Step 0 0 0 0 0 0 0 0 Enable P X X X X X X X X Min Recall X X Max Recall Ped Recall Soft Recall Lock Calls 477 1/25 9/29/2021 3:04:09 PM Phase Times and Options(1.1.1/1.1.2/1.1.4) 1 2 3 4 5 6 7 8 Auto Flash Entry X X Auto Flash Exit X X Dual Entry X X X X Enable Simul Gap X X X X X X X X Guarantd Passage Rest In Walk Condit'I Service Non-Actuated 1 Non-Actuated 2 Added Init Calc S S S S S S S S Hold to Max Ring 1 1 1 1 2 2 2 2 Startup RED GREEN RED RED RED GREEN RED RED C 1 5 5 7 7 1 1 3 3 C 2 6 6 8 8 2 2 4 4 C 3 0 0 0 0 0 0 0 0 C 4 0 0 0 0 0 0 0 0 C 5 0 0 0 0 0 0 0 0 C 6 0 0 0 0 0 0 0 0 C 7 0 0 0 0 0 0 0 0 C 8 0 0 0 0 0 0 0 0 C 9 0 0 0 0 0 0 0 0 C 10 0 0 0 0 0 0 0 0 C 11 0 0 0 0 0 0 0 0 C 12 0 0 0 0 0 0 0 0 C 13 0 0 0 0 0 0 0 0 C 14 0 0 0 0 0 0 0 0 C 15 0 0 0 0 0 0 0 0 C 16 0 0 0 0 0 0 0 0 C17 0 0 0 0 0 0 0 0 C 18 0 0 0 0 0 0 0 0 C 19 0 0 0 0 0 0 0 0 C 20 0 0 0 0 0 0 0 0 C21 0 0 0 0 0 0 0 0 C 22 0 0 0 0 0 0 0 0 C 23 0 0 0 0 0 0 0 0 477 2/25 9/29/2021 3:04:09 PM Phase Times and Options(1.1.1/1.1.2/1.1.4) 1 2 3 4 5 6 7 8 C 24 0 0 0 0 0 0 0 0 C 25 0 0 0 0 0 0 0 0 C 26 0 0 0 0 0 0 0 0 C 27 0 0 0 0 0 0 0 0 C 28 0 0 0 0 0 0 0 0 C 29 0 0 0 0 0 0 0 0 C 30 0 0 0 0 0 0 0 0 C31 0 0 0 0 0 0 0 0 C 32 0 0 0 0 0 0 0 0 477 3/25 9/29/2021 3:04:09 PM Ring Sequences(1.2.4) 1 2 Table - 1 1 1 5 2 2 6 3 3 7 4 4 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 2 1 1 1 1 6 2 1 2 1 5 477 4/25 9/29/2021 3:04:09 PM Ring Sequences(1.2.4) 1 2 3 3 7 4 4 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 3 1 2 5 2 1 6 3 3 7 4 4 8 5 0 0 477 5/25 9/29/2021 3:04:09 PM Ring Sequences(1.2.4) 1 2 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 4 1 2 6 2 1 5 3 3 7 4 4 8 5 0 0 6 0 0 7 0 0 8 0 0 477 6/25 9/29/2021 3:04:09 PM Ring Sequences(1.2.4) 1 2 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 5 1 1 5 2 2 6 3 3 8 4 4 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 477 7/25 9/29/2021 3:04:09 PM Ring Sequences(1.2.4) 1 2 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 6 1 1 6 2 2 5 3 3 8 4 4 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 477 8/25 9/29/2021 3:04:09 PM Ring Sequences(1.2.4) 1 2 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 7 1 2 5 2 1 6 3 3 8 4 4 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 477 9/25 9/29/2021 3:04:09 PM Ring Sequences(1.2.4) 1 2 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 8 1 2 6 2 1 5 3 3 8 4 4 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 477 10/25 9/29/2021 3:04:09 PM Ring Sequences(1.2.4) 1 2 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 9 1 1 5 2 2 6 3 4 7 4 3 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 477 11/25 9/29/2021 3:04:09 PM Ring Sequences(1.2.4) 1 2 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 10 1 1 6 2 2 5 3 4 7 4 3 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 477 12/25 9/29/2021 3:04:09 PM Ring Sequences(1.2.4) 1 2 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 11 1 2 5 2 1 6 3 4 7 4 3 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 477 13/25 9/29/2021 3:04:09 PM Ring Sequences(1.2.4) 1 2 30 0 0 31 0 0 32 0 0 Table - 12 1 2 6 2 1 5 3 4 7 4 3 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 477 14/25 9/29/2021 3:04:09 PM Ring Sequences(1.2.4) 1 2 Table - 13 1 1 5 2 2 6 3 4 8 4 3 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 14 1 1 1 1 6 2 1 2 1 5 477 15/25 9/29/2021 3:04:09 PM Ring Sequences(1.2.4) 1 2 3 4 8 4 3 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 15 1 2 5 2 1 6 3 4 8 4 3 7 5 0 0 477 16/25 9/29/2021 3:04:09 PM Ring Sequences(1.2.4) 1 2 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 16 1 2 6 2 1 5 3 4 8 4 3 7 5 0 0 6 0 0 7 0 0 8 0 0 477 17/25 9/29/2021 3:04:09 PM Ring Sequences(1.2.4) 1 2 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 1 0 1 0 Patterns(2.4) 1 2 3 4 5 6 7 8 9 1 10 11 1 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Table - 1 Cycle 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 1 0 1 0 0 1 0 1 0 0 1 0 1 0 1 0 0 1 0 1 0 0 1 0 1 0 0 1 0 1 0 0 Offset 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Split 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 seqnc 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 477 18/25 9/29/2021 3:04:09 PM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 Table - 1 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 2 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 3 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 4 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 5 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 6 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 7 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 8 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 9 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 10 477 19/25 9/29/2021 3:04:09 PM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 11 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 12 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 13 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 14 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 15 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 16 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 17 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 18 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 19 Mime I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 477 20/25 9/29/2021 3:04:09 PM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 20 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 21 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 22 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 23 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 24 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 25 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 26 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 27 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 28 ime 0 0 0 0 0 0 0 0 Coord Phase 477 21/25 9/29/2021 3:04:09 PM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 (Mode I NVD I NVD I NVD I NVD I NVD I NVD I NVD I NVD Table - 29 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 30 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 31 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 32 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Adv Schedule(4.3) ����� 6 10 11 12 13 14 15 16 17 18 19 20 Table - 1 Sun X Mon X ue X Wed X Thu X Fri X Sat X Jan X X X Feb X X X Mar X X X Apr X X X May X X X Jun X X X Jul X X X Aug X X X Sep X X X 477 22/25 9/29/2021 3:04:09 PM Adv Schedule(4.3) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Oct X X X Nov X X X Dec X X X O1 X X X 02 X X X 03 X X X 04 X X X 05 X X X 06 X X X 07 X X X 08 X X X 09 X X X 10 X X X 11 X X X 12 X X X 13 X X X 14 X X X 15 X X X 16 X X X 17 X X X 18 X X X 19 X X X 20 X X X 21 X X X 22 X X X 23 X X X 24 X X X 25 X X X 26 X X X 27 X X X 28 X X X 29 X X X 30 X X X 31 X X X Plan 1 2 1 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Day Plan(4.4) 477 23/25 9/29/2021 3:04:09 PM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Table - 1 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 2 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 3 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 4 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 5 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 6 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 7 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 8 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 9 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 10 (Hour 10 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 477 24/25 9/29/2021 3:04:09 PM Day Plan(4.4) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Actions(4.5) 1 2 3 4 5 6 1 7 1 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Table - 1 Oro Pattern 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Aux 1 Aux 2 Aux 3 Special 1 Special 2 . Special 3 . Special 4 Special 5 Special 6 Special 7 Special 8 Pre1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010 0 0 0 0 0 010 0 0 Pre2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 477 25/25 9/29/2021 3:04:09 PM No Ped Phase .4 2 5 (FYA) (OIL 6 or F) a a _0 _0 0 m a a 0 0 Z Z 6 McMillan No Ped Phase r r _ _ _ _ _ _ _ _ ___ . E 8 jACHD Standard Phasing j 0 'Diagram -------------------- O 1 2 3 4 Ring 1 FYA 6 7 8 Ring 2 Location: McMillan&Owyhee Storm (#478) PhasingUagram McMillanAndOwyheeStormDiagram Rev.-05292003MB Controller Database Timing Sheet 140, Station: 478 - McMillan & Owyhee Storm ( Standard-8/18/2021 8:46:18 AM) Type: Scout Ethernet v85.2 Firmware: Created By: NTDomain\mboydstu Modified By: Reviewed By: n Phase Times and Options(1.1.1/1.1.2/1.1.4) 1 2 3 4 5 6 7 8 Table - 1 MIN GRN 0 10 0 0 5 10 0 10 Gap Ext 0 3 0 0 2 3 0 2 MAX 1 0 50 0 0 30 50 0 45 Max 2 0 75 0 0 30 75 0 75 Yel Clr 0 5 0 0 4 5 0 5 Red Clr 0 1 0 0 2 1 0 1 Walk 0 0 0 0 0 0 0 0 Ped Clr 0 0 0 0 0 0 0 0 Red Revt 0 0 0 0 0 0 0 0 Add Init 0 0 0 0 0 0 0 0 Max Init 0 0 0 0 0 0 0 0 Gap Reduce Time B4 0 0 0 0 0 0 0 0 Gap Reduce Cars B4 0 0 0 0 0 0 0 0 Reduce Gap Reduce Time To 0 0 0 0 0 0 0 0 Gap Reduce ReduceBy 0 0 0 0 0 0 0 0 Gap Reduce Min Gap 0 0 0 0 0 0 0 0 DyMaxLim 0 0 0 0 0 0 0 0 Max Step 0 0 0 0 0 0 0 0 Enable P X X X X Min Recall X X Max Recall Ped Recall Soft Recall Lock Calls 478 1/25 9/29/2021 2:31:10 PM Phase Times and Options(1.1.1/1.1.2/1.1.4) 1 2 3 4 5 6 7 8 Auto Flash Entry X X Auto Flash Exit X X Dual Entry X X X Enable Simul Gap X X X X X X X X Guarantd Passage Rest In Walk Condit'I Service Non-Actuated 1 Non-Actuated 2 Added Init Calc S S S S S S S S Hold to Max Ring 1 1 1 1 2 2 2 2 Startup RED GREEN RED RED RED GREEN RED RED C 1 5 5 7 7 1 1 3 3 C 2 6 6 8 8 2 2 4 4 C 3 0 0 0 0 0 0 0 0 C 4 0 0 0 0 0 0 0 0 C 5 0 0 0 0 0 0 0 0 C 6 0 0 0 0 0 0 0 0 C 7 0 0 0 0 0 0 0 0 C 8 0 0 0 0 0 0 0 0 C 9 0 0 0 0 0 0 0 0 C 10 0 0 0 0 0 0 0 0 C 11 0 0 0 0 0 0 0 0 C 12 0 0 0 0 0 0 0 0 C 13 0 0 0 0 0 0 0 0 C 14 0 0 0 0 0 0 0 0 C 15 0 0 0 0 0 0 0 0 C 16 0 0 0 0 0 0 0 0 C17 0 0 0 0 0 0 0 0 C 18 0 0 0 0 0 0 0 0 C 19 0 0 0 0 0 0 0 0 C 20 0 0 0 0 0 0 0 0 C21 0 0 0 0 0 0 0 0 C 22 0 0 0 0 0 0 0 0 C 23 0 0 0 0 0 0 0 0 478 2/25 9/29/2021 2:31:10 PM Phase Times and Options(1.1.1/1.1.2/1.1.4) 1 2 3 4 5 6 7 8 C 24 0 0 0 0 0 0 0 0 C 25 0 0 0 0 0 0 0 0 C 26 0 0 0 0 0 0 0 0 C 27 0 0 0 0 0 0 0 0 C 28 0 0 0 0 0 0 0 0 C 29 0 0 0 0 0 0 0 0 C 30 0 0 0 0 0 0 0 0 C31 0 0 0 0 0 0 0 0 C 32 0 0 0 0 0 0 0 0 478 3/25 9/29/2021 2:31:10 PM Ring Sequences(1.2.4) 1 2 Table - 1 1 1 5 2 2 6 3 3 7 4 4 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 2 1 1 1 1 6 2 1 2 1 5 478 4/25 9/29/2021 2:31:10 PM Ring Sequences(1.2.4) 1 2 3 3 7 4 4 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 3 1 2 5 2 1 6 3 3 7 4 4 8 5 0 0 478 5/25 9/29/2021 2:31:10 PM Ring Sequences(1.2.4) 1 2 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 4 1 2 6 2 1 5 3 3 7 4 4 8 5 0 0 6 0 0 7 0 0 8 0 0 478 6/25 9/29/2021 2:31:10 PM Ring Sequences(1.2.4) 1 2 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 5 1 1 5 2 2 6 3 3 8 4 4 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 478 7/25 9/29/2021 2:31:10 PM Ring Sequences(1.2.4) 1 2 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 6 1 1 6 2 2 5 3 3 8 4 4 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 478 8/25 9/29/2021 2:31:10 PM Ring Sequences(1.2.4) 1 2 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 7 1 2 5 2 1 6 3 3 8 4 4 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 478 9/25 9/29/2021 2:31:10 PM Ring Sequences(1.2.4) 1 2 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 8 1 2 6 2 1 5 3 3 8 4 4 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 478 10/25 9/29/2021 2:31:10 PM Ring Sequences(1.2.4) 1 2 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 9 1 1 5 2 2 6 3 4 7 4 3 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 478 11/25 9/29/2021 2:31:10 PM Ring Sequences(1.2.4) 1 2 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 10 1 1 6 2 2 5 3 4 7 4 3 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 478 12/25 9/29/2021 2:31:10 PM Ring Sequences(1.2.4) 1 2 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 11 1 2 5 2 1 6 3 4 7 4 3 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 478 13/25 9/29/2021 2:31:10 PM Ring Sequences(1.2.4) 1 2 30 0 0 31 0 0 32 0 0 Table - 12 1 2 6 2 1 5 3 4 7 4 3 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 478 14/25 9/29/2021 2:31:10 PM Ring Sequences(1.2.4) 1 2 Table - 13 1 1 5 2 2 6 3 4 8 4 3 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 14 1 1 1 1 6 2 1 2 1 5 478 15/25 9/29/2021 2:31:10 PM Ring Sequences(1.2.4) 1 2 3 4 8 4 3 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 15 1 2 5 2 1 6 3 4 8 4 3 7 5 0 0 478 16/25 9/29/2021 2:31:10 PM Ring Sequences(1.2.4) 1 2 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 16 1 2 6 2 1 5 3 4 8 4 3 7 5 0 0 6 0 0 7 0 0 8 0 0 478 17/25 9/29/2021 2:31:10 PM Ring Sequences(1.2.4) 1 2 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 1 0 1 0 Patterns(2.4) 1 2 3 4 5 6 7 8 9 1 10 11 1 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Table - 1 Cycle 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 1 0 1 0 0 1 0 1 0 0 1 0 1 0 1 0 0 1 0 1 0 0 1 0 1 0 0 1 0 1 0 0 Offset 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Split 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 seqnc 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 478 18/25 9/29/2021 2:31:10 PM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 Table - 1 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 2 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 3 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 4 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 5 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 6 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 7 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 8 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 9 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 10 478 19/25 9/29/2021 2:31:10 PM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 11 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 12 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 13 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 14 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 15 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 16 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 17 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 18 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 19 Mime I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 478 20/25 9/29/2021 2:31:10 PM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 20 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 21 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 22 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 23 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 24 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 25 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 26 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 27 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 28 ime 0 0 0 0 0 0 0 0 Coord Phase 478 21/25 9/29/2021 2:31:10 PM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 (Mode I NVD I NVD I NVD I NVD I NVD I NVD I NVD I NVD Table - 29 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 30 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 31 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 32 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Adv Schedule(4.3) ����� 6 10 11 12 13 14 15 16 17 18 19 20 Table - 1 Sun X Mon X ue X Wed X Thu X Fri X Sat X Jan X X X Feb X X X Mar X X X Apr X X X May X X X Jun X X X Jul X X X Aug X X X Sep X X X 478 22/25 9/29/2021 2:31:10 PM Adv Schedule(4.3) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Oct X X X Nov X X X Dec X X X O1 X X X 02 X X X 03 X X X 04 X X X 05 X X X 06 X X X 07 X X X 08 X X X 09 X X X 10 X X X 11 X X X 12 X X X 13 X X X 14 X X X 15 X X X 16 X X X 17 X X X 18 X X X 19 X X X 20 X X X 21 X X X 22 X X X 23 X X X 24 X X X 25 X X X 26 X X X 27 X X X 28 X X X 29 X X X 30 X X X 31 X X X Plan 1 2 1 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Day Plan(4.4) 478 23/25 9/29/2021 2:31:10 PM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Table - 1 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 2 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 3 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 4 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 5 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 6 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 7 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 8 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 9 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 10 (Hour 10 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 478 24/25 9/29/2021 2:31:10 PM Day Plan(4.4) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Actions(4.5) 1 2 3 4 5 6 1 7 1 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Table - 1 Oro Pattern 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Aux 1 Aux 2 Aux 3 Special 1 Special 2 . Special 3 . Special 4 Special 5 Special 6 Special 7 Special 8 Pre1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010 0 0 0 0 0 010 0 0 Pre2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 478 25/25 9/29/2021 2:31:10 PM (FYA) 4 7 i I L Ped. Phase 2 2 v oo 5 (FYA) cNo m a a (FYA) 1 a d 6 McMillan Ped. Phase 6 � r 3 8 IACHD Standard Phasing j (FYA) Diagram ------------------------ (FYA) 2 (FYA) 4 Ring 1 (FYA) 6 (FYA) $ Ring 2 Location: Ten Mile&McMillan (#399) PhasingUagram TenMileAndMcMillanFYADiagram06202017 Rev.-05292003MB Controller Database Timing Sheet 140, Station: 399 - Ten Mile & McMillan ( Standard-7/14/2021 3:54:26 PM) Type: Scout Ethernet v85.1.68+ Firmware: 85.01e Created By: NTDomain\mboydstu Modified By: Reviewed By: n Phase Times and Options(1.1.1/1.1.2/1.1.4) 1 2 3 4 5 6 7 8 Table - 1 MIN GRN 5 10 5 10 5 10 5 10 Gap Ext 2 4 2 4 2 4 2 4 MAX 1 20 25 20 40 20 25 20 40 Max 30 50 30 75 50 50 30 75 Yel Or 4 4 4 4 4 4 4 4 Red Or 1 1 1 1 1 1 1 1 Walk 0 5 0 5 0 5 0 5 Ped Or 0 26 0 19 0 25 0 19 Red Revt 0 0 0 0 0 0 0 0 Add Init 0 0 0 0 0 0 0 0 Max Init 0 0 0 0 0 0 0 0 Gap Reduce Time B4 0 0 0 0 0 0 0 0 Gap Reduce Cars B4 0 0 0 0 0 0 0 0 Reduce Gap Reduce Time To 0 0 0 0 0 0 0 0 Gap Reduce ReduceBy 0 0 0 0 0 0 0 0 Gap Reduce Min Gap 0 0 0 0 0 0 0 0 DyMaxLim 0 0 0 0 0 0 0 0 Max Step 0 0 0 0 0 0 0 0 Enable P X X X X X X X X Min Recall X X Max Recall Ped Recall Soft Recall Lock Calls 399 1/25 9/29/2021 2:29:27 PM Phase Times and Options(1.1.1/1.1.2/1.1.4) 1 2 3 4 5 6 7 8 Auto Flash Entry X X Auto Flash Exit X X Dual Entry X X X X Enable Simul Gap X X X X X X X X Guarantd Passage Rest In Walk Condit'I Service Non-Actuated 1 Non-Actuated 2 Added Init Calc S S S S S S S S Hold to Max Ring 1 1 1 1 2 2 2 2 Startup RED RED RED WALK RED RED RED WALK C 1 5 5 7 7 1 1 3 3 C 2 6 6 8 8 2 2 4 4 C 3 0 0 0 0 0 0 0 0 C 4 0 0 0 0 0 0 0 0 C 5 0 0 0 0 0 0 0 0 C 6 0 0 0 0 0 0 0 0 C 7 0 0 0 0 0 0 0 0 C 8 0 0 0 0 0 0 0 0 C 9 0 0 0 0 0 0 0 0 C 10 0 0 0 0 0 0 0 0 C 11 0 0 0 0 0 0 0 0 C 12 0 0 0 0 0 0 0 0 C 13 0 0 0 0 0 0 0 0 C 14 0 0 0 0 0 0 0 0 C 15 0 0 0 0 0 0 0 0 C 16 0 0 0 0 0 0 0 0 C17 0 0 0 0 0 0 0 0 C 18 0 0 0 0 0 0 0 0 C 19 0 0 0 0 0 0 0 0 C 20 0 0 0 0 0 0 0 0 C21 0 0 0 0 0 0 0 0 C 22 0 0 0 0 0 0 0 0 C 23 0 0 0 0 0 0 0 0 399 2/25 9/29/2021 2:29:27 PM Phase Times and Options(1.1.1/1.1.2/1.1.4) 1 2 3 4 5 6 7 8 C 24 0 0 0 0 0 0 0 0 C 25 0 0 0 0 0 0 0 0 C 26 0 0 0 0 0 0 0 0 C 27 0 0 0 0 0 0 0 0 C 28 0 0 0 0 0 0 0 0 C 29 0 0 0 0 0 0 0 0 C 30 0 0 0 0 0 0 0 0 C31 0 0 0 0 0 0 0 0 C 32 0 0 0 0 0 0 0 0 399 3/25 9/29/2021 2:29:27 PM Ring Sequences(1.2.4) 1 2 3 4 Table - 1 1 1 5 0 0 2 2 6 0 0 3 3 7 0 0 4 4 8 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 15 0 0 0 0 16 0 0 0 0 17 0 0 0 0 18 0 0 0 0 19 0 0 0 0 20 0 0 0 0 21 0 0 0 0 22 0 0 0 0 23 0 0 0 0 24 0 0 0 0 25 0 0 0 0 26 0 0 0 0 27 0 0 0 0 28 0 0 0 0 29 0 0 0 0 30 0 0 0 0 31 0 0 0 0 32 0 0 0 0 Table - 2 1 1 1 1 6 0 0 2 1 2 1 5 0 0 399 4/25 9/29/2021 2:29:27 PM Ring Sequences(1.2.4) 1 2 3 4 3 3 7 0 0 4 4 8 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 15 0 0 0 0 16 0 0 0 0 17 0 0 0 0 18 0 0 0 0 19 0 0 0 0 20 0 0 0 0 21 0 0 0 0 22 0 0 0 0 23 0 0 0 0 24 0 0 0 0 25 0 0 0 0 26 0 0 0 0 27 0 0 0 0 28 0 0 0 0 29 0 0 0 0 30 0 0 0 0 31 0 0 0 0 32 0 0 0 0 Table - 3 1 2 5 0 0 2 1 6 0 0 3 3 7 0 0 4 4 8 0 0 5 0 0 0 0 399 5/25 9/29/2021 2:29:27 PM Ring Sequences(1.2.4) 1 2 3 4 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 15 0 0 0 0 16 0 0 0 0 17 0 0 0 0 18 0 0 0 0 19 0 0 0 0 20 0 0 0 0 21 0 0 0 0 22 0 0 0 0 23 0 0 0 0 24 0 0 0 0 25 0 0 0 0 26 0 0 0 0 27 0 0 0 0 28 0 0 0 0 29 0 0 0 0 30 0 0 0 0 31 0 0 0 0 32 0 0 0 0 Table - 4 1 2 6 0 0 2 1 5 0 0 3 3 7 0 0 4 4 8 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 399 6/25 9/29/2021 2:29:27 PM Ring Sequences(1.2.4) 1 2 3 4 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 15 0 0 0 0 16 0 0 0 0 17 0 0 0 0 18 0 0 0 0 19 0 0 0 0 20 0 0 0 0 21 0 0 0 0 22 0 0 0 0 23 0 0 0 0 24 0 0 0 0 25 0 0 0 0 26 0 0 0 0 27 0 0 0 0 28 0 0 0 0 29 0 0 0 0 30 0 0 0 0 31 0 0 0 0 32 0 0 0 0 Table - 5 1 1 5 0 0 2 2 6 0 0 3 3 8 0 0 4 4 7 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 399 7/25 9/29/2021 2:29:27 PM Ring Sequences(1.2.4) 1 2 3 4 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 15 0 0 0 0 16 0 0 0 0 17 0 0 0 0 18 0 0 0 0 19 0 0 0 0 20 0 0 0 0 21 0 0 0 0 22 0 0 0 0 23 0 0 0 0 24 0 0 0 0 25 0 0 0 0 26 0 0 0 0 27 0 0 0 0 28 0 0 0 0 29 0 0 0 0 30 0 0 0 0 31 0 0 0 0 32 0 0 0 0 Table - 6 1 1 6 0 0 2 2 5 0 0 3 3 8 0 0 4 4 7 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 399 8/25 9/29/2021 2:29:27 PM Ring Sequences(1.2.4) 1 2 3 4 15 0 0 0 0 16 0 0 0 0 17 0 0 0 0 18 0 0 0 0 19 0 0 0 0 20 0 0 0 0 21 0 0 0 0 22 0 0 0 0 23 0 0 0 0 24 0 0 0 0 25 0 0 0 0 26 0 0 0 0 27 0 0 0 0 28 0 0 0 0 29 0 0 0 0 30 0 0 0 0 31 0 0 0 0 32 0 0 0 0 Table - 7 1 2 5 0 0 2 1 6 0 0 3 3 8 0 0 4 4 7 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 15 0 0 0 0 16 0 0 0 0 17 0 0 0 0 399 9/25 9/29/2021 2:29:27 PM Ring Sequences(1.2.4) 1 2 3 4 18 0 0 0 0 19 0 0 0 0 20 0 0 0 0 21 0 0 0 0 22 0 0 0 0 23 0 0 0 0 24 0 0 0 0 25 0 0 0 0 26 0 0 0 0 27 0 0 0 0 28 0 0 0 0 29 0 0 0 0 30 0 0 0 0 31 0 0 0 0 32 0 0 0 0 Table - 8 1 2 6 0 0 2 1 5 0 0 3 3 8 0 0 4 4 7 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 15 0 0 0 0 16 0 0 0 0 17 0 0 0 0 18 0 0 0 0 19 0 0 0 0 20 0 0 0 0 399 10/25 9/29/2021 2:29:27 PM Ring Sequences(1.2.4) 1 2 3 4 21 0 0 0 0 22 0 0 0 0 23 0 0 0 0 24 0 0 0 0 25 0 0 0 0 26 0 0 0 0 27 0 0 0 0 28 0 0 0 0 29 0 0 0 0 30 0 0 0 0 31 0 0 0 0 32 0 0 0 0 Table - 9 1 1 5 0 0 2 2 6 0 0 3 4 7 0 0 4 3 8 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 15 0 0 0 0 16 0 0 0 0 17 0 0 0 0 18 0 0 0 0 19 0 0 0 0 20 0 0 0 0 21 0 0 0 0 22 0 0 0 0 23 0 0 0 0 399 11/25 9/29/2021 2:29:27 PM Ring Sequences(1.2.4) 1 2 3 4 24 0 0 0 0 25 0 0 0 0 26 0 0 0 0 27 0 0 0 0 28 0 0 0 0 29 0 0 0 0 30 0 0 0 0 31 0 0 0 0 32 0 0 0 0 Table - 10 1 1 6 0 0 2 2 5 0 0 3 4 7 0 0 4 3 8 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 15 0 0 0 0 16 0 0 0 0 17 0 0 0 0 18 0 0 0 0 19 0 0 0 0 20 0 0 0 0 21 0 0 0 0 22 0 0 0 0 23 0 0 0 0 24 0 0 0 0 25 0 0 0 0 26 0 0 0 0 399 12/25 9/29/2021 2:29:27 PM Ring Sequences(1.2.4) 1 2 3 4 27 0 0 0 0 28 0 0 0 0 29 0 0 0 0 30 0 0 0 0 31 0 0 0 0 32 0 0 0 0 Table - 11 1 2 5 0 0 2 1 6 0 0 3 4 7 0 0 4 3 8 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 15 0 0 0 0 16 0 0 0 0 17 0 0 0 0 18 0 0 0 0 19 0 0 0 0 20 0 0 0 0 21 0 0 0 0 22 0 0 0 0 23 0 0 0 0 24 0 0 0 0 25 0 0 0 0 26 0 0 0 0 27 0 0 0 0 28 0 0 0 0 29 0 0 0 0 399 13/25 9/29/2021 2:29:27 PM Ring Sequences(1.2.4) 1 2 3 4 30 0 0 0 0 31 0 0 0 0 32 0 0 0 0 Table - 12 1 2 6 0 0 2 1 5 0 0 3 4 7 0 0 4 3 8 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 15 0 0 0 0 16 0 0 0 0 17 0 0 0 0 18 0 0 0 0 19 0 0 0 0 20 0 0 0 0 21 0 0 0 0 22 0 0 0 0 23 0 0 0 0 24 0 0 0 0 25 0 0 0 0 26 0 0 0 0 27 0 0 0 0 28 0 0 0 0 29 0 0 0 0 30 0 0 0 0 31 0 0 0 0 32 0 0 0 0 399 14/25 9/29/2021 2:29:27 PM Ring Sequences(1.2.4) 1 2 3 4 Table - 13 1 1 5 0 0 2 2 6 0 0 3 4 8 0 0 4 3 7 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 15 0 0 0 0 16 0 0 0 0 17 0 0 0 0 18 0 0 0 0 19 0 0 0 0 20 0 0 0 0 21 0 0 0 0 22 0 0 0 0 23 0 0 0 0 24 0 0 0 0 25 0 0 0 0 26 0 0 0 0 27 0 0 0 0 28 0 0 0 0 29 0 0 0 0 30 0 0 0 0 31 0 0 0 0 32 0 0 0 0 Table - 14 1 1 1 1 6 0 0 2 1 2 1 5 0 0 399 15/25 9/29/2021 2:29:27 PM Ring Sequences(1.2.4) 1 2 3 4 3 4 8 0 0 4 3 7 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 15 0 0 0 0 16 0 0 0 0 17 0 0 0 0 18 0 0 0 0 19 0 0 0 0 20 0 0 0 0 21 0 0 0 0 22 0 0 0 0 23 0 0 0 0 24 0 0 0 0 25 0 0 0 0 26 0 0 0 0 27 0 0 0 0 28 0 0 0 0 29 0 0 0 0 30 0 0 0 0 31 0 0 0 0 32 0 0 0 0 Table - 15 1 2 5 0 0 2 1 6 0 0 3 4 8 0 0 4 3 7 0 0 5 0 0 0 0 399 16/25 9/29/2021 2:29:27 PM Ring Sequences(1.2.4) 1 2 3 4 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 15 0 0 0 0 16 0 0 0 0 17 0 0 0 0 18 0 0 0 0 19 0 0 0 0 20 0 0 0 0 21 0 0 0 0 22 0 0 0 0 23 0 0 0 0 24 0 0 0 0 25 0 0 0 0 26 0 0 0 0 27 0 0 0 0 28 0 0 0 0 29 0 0 0 0 30 0 0 0 0 31 0 0 0 0 32 0 0 0 0 Table - 16 1 2 6 0 0 2 1 5 0 0 3 4 8 0 0 4 3 7 0 0 5 0 0 0 0 6 0 0 0 0 7 0 0 0 0 8 0 0 0 0 399 17/25 9/29/2021 2:29:27 PM Ring Sequences(1.2.4) 1 2 3 4 9 0 0 0 0 10 0 0 0 0 11 0 0 0 0 12 0 0 0 0 13 0 0 0 0 14 0 0 0 0 15 0 0 0 0 16 0 0 0 0 17 0 0 0 0 18 0 0 0 0 19 0 0 0 0 20 0 0 0 0 21 0 0 0 0 22 0 0 0 0 23 0 0 0 0 24 0 0 0 0 25 0 0 0 0 26 0 0 0 0 27 0 0 0 0 28 0 0 0 0 29 0 0 0 0 30 0 0 0 0 31 0 0 0 0 32 1 0 1 0 1 0 1 0 Patterns(2.4) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Table - 1 Cycle 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 1 0 1 0 0 1 0 1 0 0 1 0 1 0 1 0 0 0 0 0 1 0 0 0 1 0 0 0 Offset 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Split 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 segnc 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 399 18/25 9/29/2021 2:29:27 PM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 Table - 1 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 2 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 3 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 4 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 5 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 6 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 7 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 8 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 9 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 10 399 19/25 9/29/2021 2:29:27 PM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 11 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 12 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 13 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 14 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 15 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 16 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 17 Time 20 45 60 31 20 31 20 31 Coord Phase Mode NON MIN NON NON NON MIN NON NON Table - 18 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 19 dime I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 399 20/25 9/29/2021 2:29:27 PM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 20 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 21 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 22 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 23 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 24 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 25 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 26 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 27 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 28 ime 0 0 0 0 0 0 0 0 Coord Phase 399 21/25 9/29/2021 2:29:27 PM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 (Mode I NVD I NVD I NVD I NVD I NVD I NVD I NVD I NVD Table - 29 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 30 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 31 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 32 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Adv Schedule(4.3) 1 I� ] 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Table - 1 Sun X Mon X Tue X . Wed X . Thu X Fri X Sat X Jan X X X Feb X X X Mar X X X Apr X X X . May X X X . Jun X X X Jul X X X Aug X X X Sep X X X 399 22/25 9/29/2021 2:29:27 PM Adv Schedule(4.3) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Oct X X X . Nov X X X Dec X X X . O1 X X X 02 X X X 03 X X X 04 X X X 05 X X X . 06 X X X . 07 X X X 08 X X X 09 X X X 10 X X X 11 X X X 12 X X X 13 X X X . 14 X X X . 15 X X X 16 X X X 17 X X X 18 X X X 19 X X X 20 X X X 21 X X X . 22 X X X . 23 X X X 24 X X X 25 X X X 26 X X X 27 X X X 28 X X X 29 X X X . 30 X X X . 31 X X X . Plan 1 2 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1 1 Day Plan(4.4) 399 23/25 9/29/2021 2:29:27 PM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Table - 1 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 2 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action --+33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 3 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 4 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 5 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 6 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 7 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 8 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 9 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 10 (Hour 10 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 399 24/25 9/29/2021 2:29:27 PM Day Plan(4.4) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Actions(4.5) 1 2 3 4 5 6 1 7 1 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Table - 1 Oro Pattern 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 0 0 254 Aux 1 Aux 2 Aux 3 Special 1 Special 2 . Special 3 . Special 4 Special 5 Special 6 Special 7 Special 8 Pre1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pre2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 399 25/25 9/29/2021 2:29:27 PM 0 0 E 0 U 4 No Ped Crossing 2 rn w N �5 FYA Only 0 0 U U FYA Only 1� a a z° z° s l_ Ustick t i----------------------- 8 IACHD Standard Phasing I IDiagram I 1 2 3,.:•" 4 Ring Perm only N-rtUssed 5 6 .......... 8 Ring2 Perm Only Not•'�JSerJ• Location: Ustick&McDermott (#479) Will need resistors for E/W FYA since there is no associated Ped phase PhasingDiagram UstickAndMcDermottDiagram Rev.-05292003MB Controller Database Timing Sheet 140, Station: 479 - Ustick & McDermott ( Standard-9/23/2021 10:25:55 AM) Type: Scout Ethernet v85.2 Firmware: Created By: NTDomain\mboydstu Modified By: Reviewed By: n Phase Times and Options(1.1.1/1.1.2/1.1.4) 1 2 3 4 5 6 7 8 Table - 1 MIN GRN 5 10 0 5 5 10 0 5 Gap Ext 2 3.5 0 2 2 3.5 0 2 MAX 1 25 45 0 30 25 45 0 30 Max 35 65 0 50 35 65 0 50 Yel Or 4 5 0 5 4 5 0 5 Red Or 2 1 0 2 2 1 0 2 Walk 0 0 0 0 0 0 0 0 Ped Or 0 0 0 0 0 0 0 0 Red Revt 0 0 0 0 0 0 0 0 Add Init 0 0 0 0 0 0 0 0 Max Init 0 0 0 0 0 0 0 0 Gap Reduce Time B4 0 0 0 0 0 0 0 0 Gap Reduce Cars B4 0 0 0 0 0 0 0 0 Reduce Gap Reduce Time To 0 0 0 0 0 0 0 0 Gap Reduce ReduceBy 0 0 0 0 0 0 0 0 Gap Reduce Min Gap 0 0 0 0 0 0 0 0 DyMaxLim 0 0 0 0 0 0 0 0 Max Step 0 0 0 0 0 0 0 0 Enable P X X X X X X Min Recall X X Max Recall Ped Recall Soft Recall Lock Calls 479 1/25 10/19/2021 7:55:19 AM Phase Times and Options(1.1.1/1.1.2/1.1.4) 1 2 3 4 5 6 7 8 Auto Flash Entry X X Auto Flash Exit X X Dual Entry X X X X Enable Simul Gap X X X X X X X X Guarantd Passage Rest In Walk Condit'I Service Non-Actuated 1 Non-Actuated 2 Added Init Calc S S S S S S S S Hold to Max Ring 1 1 1 1 2 2 2 2 Startup RED GREEN RED RED RED WALK RED RED C 1 5 5 7 7 1 1 3 3 C 2 6 6 8 8 2 2 4 4 C 3 0 0 0 0 0 0 0 0 C 4 0 0 0 0 0 0 0 0 C 5 0 0 0 0 0 0 0 0 C 6 0 0 0 0 0 0 0 0 C 7 0 0 0 0 0 0 0 0 C 8 0 0 0 0 0 0 0 0 C 9 0 0 0 0 0 0 0 0 C 10 0 0 0 0 0 0 0 0 C 11 0 0 0 0 0 0 0 0 C 12 0 0 0 0 0 0 0 0 C 13 0 0 0 0 0 0 0 0 C 14 0 0 0 0 0 0 0 0 C 15 0 0 0 0 0 0 0 0 C 16 0 0 0 0 0 0 0 0 C17 0 0 0 0 0 0 0 0 C 18 0 0 0 0 0 0 0 0 C 19 0 0 0 0 0 0 0 0 C 20 0 0 0 0 0 0 0 0 C21 0 0 0 0 0 0 0 0 C 22 0 0 0 0 0 0 0 0 C 23 0 0 0 0 0 0 0 0 479 2/25 10/19/2021 7:55:19 AM Phase Times and Options(1.1.1/1.1.2/1.1.4) 1 2 3 4 5 6 7 8 C 24 0 0 0 0 0 0 0 0 C 25 0 0 0 0 0 0 0 0 C 26 0 0 0 0 0 0 0 0 C 27 0 0 0 0 0 0 0 0 C 28 0 0 0 0 0 0 0 0 C 29 0 0 0 0 0 0 0 0 C 30 0 0 0 0 0 0 0 0 C31 0 0 0 0 0 0 0 0 C 32 0 0 0 0 0 0 0 0 479 3/25 10/19/2021 7:55:19 AM Ring Sequences(1.2.4) 1 2 Table - 1 1 1 5 2 2 6 3 3 7 4 4 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 2 1 1 1 1 6 2 1 2 1 5 479 4/25 10/19/2021 7:55:19 AM Ring Sequences(1.2.4) 1 2 3 3 7 4 4 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 3 1 2 5 2 1 6 3 3 7 4 4 8 5 0 0 479 5/25 10/19/2021 7:55:19 AM Ring Sequences(1.2.4) 1 2 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 4 1 2 6 2 1 5 3 3 7 4 4 8 5 0 0 6 0 0 7 0 0 8 0 0 479 6/25 10/19/2021 7:55:19 AM Ring Sequences(1.2.4) 1 2 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 5 1 1 5 2 2 6 3 3 8 4 4 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 479 7/25 10/19/2021 7:55:19 AM Ring Sequences(1.2.4) 1 2 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 6 1 1 6 2 2 5 3 3 8 4 4 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 479 8/25 10/19/2021 7:55:19 AM Ring Sequences(1.2.4) 1 2 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 7 1 2 5 2 1 6 3 3 8 4 4 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 479 9/25 10/19/2021 7:55:19 AM Ring Sequences(1.2.4) 1 2 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 8 1 2 6 2 1 5 3 3 8 4 4 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 479 10/25 10/19/2021 7:55:19 AM Ring Sequences(1.2.4) 1 2 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 9 1 1 5 2 2 6 3 4 7 4 3 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 479 11/25 10/19/2021 7:55:19 AM Ring Sequences(1.2.4) 1 2 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 10 1 1 6 2 2 5 3 4 7 4 3 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 479 12/25 10/19/2021 7:55:19 AM Ring Sequences(1.2.4) 1 2 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 11 1 2 5 2 1 6 3 4 7 4 3 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 479 13/25 10/19/2021 7:55:19 AM Ring Sequences(1.2.4) 1 2 30 0 0 31 0 0 32 0 0 Table - 12 1 2 6 2 1 5 3 4 7 4 3 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 479 14/25 10/19/2021 7:55:19 AM Ring Sequences(1.2.4) 1 2 Table - 13 1 1 5 2 2 6 3 4 8 4 3 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 14 1 1 1 1 6 2 1 2 1 5 479 15/25 10/19/2021 7:55:19 AM Ring Sequences(1.2.4) 1 2 3 4 8 4 3 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 15 1 2 5 2 1 6 3 4 8 4 3 7 5 0 0 479 16/25 10/19/2021 7:55:19 AM Ring Sequences(1.2.4) 1 2 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 16 1 2 6 2 1 5 3 4 8 4 3 7 5 0 0 6 0 0 7 0 0 8 0 0 479 17/25 10/19/2021 7:55:19 AM Ring Sequences(1.2.4) 1 2 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Patterns(2.4) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Table - 1 Cycle 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Offset 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Split 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 seqnc 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 479 18/25 10/19/2021 7:55:19 AM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 Table - 1 Time 25 45 0 30 25 45 0 30 Coord Phase Mode OMT MIN NON NON OMT MIN NON NON Table - 2 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 3 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 4 Time 25 60 0 50 25 60 0 50 Coord Phase Mode NON MIN NON NON NON MIN NON NON Table - 5 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 6 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 7 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 8 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 9 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 10 479 19/25 10/19/2021 7:55:19 AM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 11 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 12 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 13 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 14 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 15 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 16 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 17 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 18 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 19 Mime I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 479 20/25 10/19/2021 7:55:19 AM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 20 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 21 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 22 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 23 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 24 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 25 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 26 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 27 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 28 ime 0 0 0 0 0 0 0 0 Coord Phase 479 21/25 10/19/2021 7:55:19 AM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 (Mode I NVD I NVD I NVD I NVD I NVD I NVD I NVD I NVD Table - 29 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 30 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 31 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 32 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Adv Schedule(4.3) ����� 6 10 11 12 13 14 15 16 17 18 19 20 Table - 1 Sun X Mon X X X X ue X X X X Wed X X X X Thu X X X X Fri X X X X Sat X Jan X X X Feb X X X Mar X X X Apr X X X May X X X Jun X X X X Jul X X X Aug X X X X Sep X X X 479 22/25 10/19/2021 7:55:19 AM Adv Schedule(4.3) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Oct X X X Nov X X X Dec X X X O1 X X X X X 02 X X X X X 03 X X X X X 04 X X X X X 05 X X X X X 06 X X X X X 07 X X X X X 08 X X X X X 09 X X X X X 10 X X X X X 11 X X X X X 12 X X X X X 13 X X X X X 14 X X X X X 15 X X X X X X 16 X X X X X 17 X X X X X 18 X X X X X 19 X X X X X 20 X X X X X 21 X X X X X 22 X X X X X 23 X X X X X 24 X X X X X 25 X X X X X 26 X X X X X 27 X X X X X 28 X X X X X 29 X X X X X 30 X X X X X 31 X X X X X Plan 1 2 3 3 3 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Day Plan(4.4) 479 23/25 10/19/2021 7:55:19 AM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Table - 1 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 2 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 3 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 4 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 5 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 6 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 7 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 8 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 9 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 10 (Hour 10 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 479 24/25 10/19/2021 7:55:19 AM Day Plan(4.4) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Actions(4.5) 1 2 3 4 5 6 1 7 1 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Table - 1 Oro Pattern 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Aux 1 Aux 2 Aux 3 Special 1 Special 2 . Special 3 . Special 4 Special 5 Special 6 Special 7 Special 8 Pre1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010 0 0 0 0 0 010 0 0 Pre2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 479 25/25 10/19/2021 7:55:19 AM 76 U Y U (018 or H) m (FYA) 4 7 L No Ped Phase ? 2 aD m 5 (FYA) (OIL 6 or F) to L D 0 (011-2 or B) (FYA) 1 d - z Ustick Ped. Phase 6 3 8 !ACHD Standard Phasing I I ((FYA p) 'Diagram j 0------------------------, FYA 2 FYA 4 Ring 1 FYA 6 FYA $ Ring 2 Location: Ustick&Black Cat (#476) PhasingDiagram Usti ckAnd B I ackCatDiagram Rev.-05292003MB Controller Database Timing Sheet 140, Station: 476 - Ustick & Black Cat ( Standard-9/23/2021 7:18:06 AM) Type: Scout Ethernet v85.2 Firmware: 85.02g Created By: NTDomain\mboydstu Modified By: Reviewed By: n Phase Times and Options(1.1.1/1.1.2/1.1.4) 1 2 3 4 5 6 7 8 Table - 1 MIN GRN 5 10 5 10 5 10 5 10 Gap Ext 2 3 2 3 2 3 2 3 MAX 1 25 50 25 50 25 50 25 50 Max 2 30 75 30 75 30 75 30 75 Yel Or 4 5 4 5 4 5 4 4 Red Or 2 1 2 1 2 1 2 1 Walk 0 0 0 5 0 5 0 0 Ped Or 0 0 0 10 0 10 0 0 Red Revt 0 0 0 0 0 0 0 0 Add Init 0 0 0 0 0 0 0 0 Max Init 0 0 0 0 0 0 0 0 Gap Reduce Time B4 0 0 0 0 0 0 0 0 Gap Reduce Cars B4 0 0 0 0 0 0 0 0 Reduce Gap Reduce Time To 0 0 0 0 0 0 0 0 Gap Reduce ReduceBy 0 0 0 0 0 0 0 0 Gap Reduce Min Gap 0 0 0 0 0 0 0 0 DyMaxLim 0 0 0 0 0 0 0 0 Max Step 0 0 0 0 0 0 0 0 Enable P X X X X X X X X Min Recall X X Max Recall Ped Recall Soft Recall Lock Calls 476 1/25 9/29/2021 2:27:51 PM Phase Times and Options(1.1.1/1.1.2/1.1.4) 1 2 3 4 5 6 7 8 Auto Flash Entry X X Auto Flash Exit X X Dual Entry X X X X Enable Simul Gap X X X X X X X X Guarantd Passage Rest In Walk Condit'I Service Non-Actuated 1 Non-Actuated 2 Added Init Calc S S S S S S S S Hold to Max Ring 1 1 1 1 2 2 2 2 Startup RED WALK RED RED RED WALK RED RED C 1 5 5 7 7 1 1 3 3 C 2 6 6 8 8 2 2 4 4 C 3 0 0 0 0 0 0 0 0 C 4 0 0 0 0 0 0 0 0 C 5 0 0 0 0 0 0 0 0 C 6 0 0 0 0 0 0 0 0 C 7 0 0 0 0 0 0 0 0 C 8 0 0 0 0 0 0 0 0 C 9 0 0 0 0 0 0 0 0 C 10 0 0 0 0 0 0 0 0 C 11 0 0 0 0 0 0 0 0 C 12 0 0 0 0 0 0 0 0 C 13 0 0 0 0 0 0 0 0 C 14 0 0 0 0 0 0 0 0 C 15 0 0 0 0 0 0 0 0 C 16 0 0 0 0 0 0 0 0 C17 0 0 0 0 0 0 0 0 C 18 0 0 0 0 0 0 0 0 C 19 0 0 0 0 0 0 0 0 C 20 0 0 0 0 0 0 0 0 C21 0 0 0 0 0 0 0 0 C 22 0 0 0 0 0 0 0 0 C 23 0 0 0 0 0 0 0 0 476 2/25 9/29/2021 2:27:51 PM Phase Times and Options(1.1.1/1.1.2/1.1.4) 1 2 3 4 5 6 7 8 C 24 0 0 0 0 0 0 0 0 C 25 0 0 0 0 0 0 0 0 C 26 0 0 0 0 0 0 0 0 C 27 0 0 0 0 0 0 0 0 C 28 0 0 0 0 0 0 0 0 C 29 0 0 0 0 0 0 0 0 C 30 0 0 0 0 0 0 0 0 C31 0 0 0 0 0 0 0 0 C 32 0 0 0 0 0 0 0 0 476 3/25 9/29/2021 2:27:51 PM Ring Sequences(1.2.4) 1 2 Table - 1 1 1 5 2 2 6 3 3 7 4 4 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 2 1 1 1 1 6 2 1 2 1 5 476 4/25 9/29/2021 2:27:51 PM Ring Sequences(1.2.4) 1 2 3 3 7 4 4 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 3 1 2 5 2 1 6 3 3 7 4 4 8 5 0 0 476 5/25 9/29/2021 2:27:51 PM Ring Sequences(1.2.4) 1 2 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 4 1 2 6 2 1 5 3 3 7 4 4 8 5 0 0 6 0 0 7 0 0 8 0 0 476 6/25 9/29/2021 2:27:51 PM Ring Sequences(1.2.4) 1 2 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 5 1 1 5 2 2 6 3 3 8 4 4 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 476 7/25 9/29/2021 2:27:51 PM Ring Sequences(1.2.4) 1 2 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 6 1 1 6 2 2 5 3 3 8 4 4 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 476 8/25 9/29/2021 2:27:51 PM Ring Sequences(1.2.4) 1 2 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 7 1 2 5 2 1 6 3 3 8 4 4 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 476 9/25 9/29/2021 2:27:51 PM Ring Sequences(1.2.4) 1 2 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 8 1 2 6 2 1 5 3 3 8 4 4 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 476 10/25 9/29/2021 2:27:51 PM Ring Sequences(1.2.4) 1 2 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 9 1 1 5 2 2 6 3 4 7 4 3 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 476 11/25 9/29/2021 2:27:51 PM Ring Sequences(1.2.4) 1 2 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 10 1 1 6 2 2 5 3 4 7 4 3 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 476 12/25 9/29/2021 2:27:51 PM Ring Sequences(1.2.4) 1 2 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 11 1 2 5 2 1 6 3 4 7 4 3 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 476 13/25 9/29/2021 2:27:51 PM Ring Sequences(1.2.4) 1 2 30 0 0 31 0 0 32 0 0 Table - 12 1 2 6 2 1 5 3 4 7 4 3 8 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 476 14/25 9/29/2021 2:27:51 PM Ring Sequences(1.2.4) 1 2 Table - 13 1 1 5 2 2 6 3 4 8 4 3 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 14 1 1 1 1 6 2 1 2 1 5 476 15/25 9/29/2021 2:27:51 PM Ring Sequences(1.2.4) 1 2 3 4 8 4 3 7 5 0 0 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 15 1 2 5 2 1 6 3 4 8 4 3 7 5 0 0 476 16/25 9/29/2021 2:27:51 PM Ring Sequences(1.2.4) 1 2 6 0 0 7 0 0 8 0 0 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 0 0 Table - 16 1 2 6 2 1 5 3 4 8 4 3 7 5 0 0 6 0 0 7 0 0 8 0 0 476 17/25 9/29/2021 2:27:51 PM Ring Sequences(1.2.4) 1 2 9 0 0 10 0 0 11 0 0 12 0 0 13 0 0 14 0 0 15 0 0 16 0 0 17 0 0 18 0 0 19 0 0 20 0 0 21 0 0 22 0 0 23 0 0 24 0 0 25 0 0 26 0 0 27 0 0 28 0 0 29 0 0 30 0 0 31 0 0 32 1 0 1 0 Patterns(2.4) 1 2 3 4 5 6 7 8 9 1 10 11 1 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Table - 1 Cycle 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 1 0 1 0 0 1 0 1 0 0 1 0 1 0 1 0 0 1 0 1 0 0 1 0 1 0 0 1 0 1 0 0 Offset 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Split 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 seqnc 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 476 18/25 9/29/2021 2:27:51 PM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 Table - 1 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 2 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 3 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 4 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 5 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 6 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 7 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 8 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 9 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 10 476 19/25 9/29/2021 2:27:51 PM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 11 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 12 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 13 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 14 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 15 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 16 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 17 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 18 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 19 Mime I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 476 20/25 9/29/2021 2:27:51 PM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 20 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 21 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 22 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 23 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 24 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NON NON NON NON NON NON NON NON Table - 25 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 26 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 27 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 28 ime 0 0 0 0 0 0 0 0 Coord Phase 476 21/25 9/29/2021 2:27:51 PM Splits Expanded(2.7.X.1) 1 2 3 4 5 6 7 8 (Mode I NVD I NVD I NVD I NVD I NVD I NVD I NVD I NVD Table - 29 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 30 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 31 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Table - 32 Time 0 0 0 0 0 0 0 0 Coord Phase Mode NVD NVD NVD NVD NVD NVD NVD NVD Adv Schedule(4.3) ����� 6 10 11 12 13 14 15 16 17 18 19 20 Table - 1 Sun X Mon X ue X Wed X Thu X Fri X Sat X Jan X X X Feb X X X Mar X X X Apr X X X May X X X Jun X X X Jul X X X Aug X X X Sep X X X 476 22/25 9/29/2021 2:27:51 PM Adv Schedule(4.3) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Oct X X X Nov X X X Dec X X X O1 X X X 02 X X X 03 X X X 04 X X X 05 X X X 06 X X X 07 X X X 08 X X X 09 X X X 10 X X X 11 X X X 12 X X X 13 X X X 14 X X X 15 X X X 16 X X X 17 X X X 18 X X X 19 X X X 20 X X X 21 X X X 22 X X X 23 X X X 24 X X X 25 X X X 26 X X X 27 X X X 28 X X X 29 X X X 30 X X X 31 X X X Plan 1 2 1 3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Day Plan(4.4) 476 23/25 9/29/2021 2:27:51 PM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Table - 1 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 2 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 3 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 4 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 5 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 6 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 7 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 8 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 9 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 10 (Hour 10 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 I 0 476 24/25 9/29/2021 2:27:51 PM Day Plan(4.4) 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Actions(4.5) 1 2 3 4 5 6 1 7 1 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Table - 1 Oro Pattern 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Aux 1 Aux 2 Aux 3 Special 1 Special 2 . Special 3 . Special 4 Special 5 Special 6 Special 7 Special 8 Pre1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010 0 0 0 0 0 010 0 0 Pre2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 476 25/25 9/29/2021 2:27:51 PM Appendix C Year 2021 Existing Traffic Operation Worksheets Queues Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Existing 2021 AM Peak Hour t Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 19 948 171 115 737 199 286 34 34 v/c Ratio 0.05 0.58 0.20 0.36 0.38 0.67 0.65 0.20 0.29 Control Delay 10.7 22.9 3.8 12.5 14.6 45.3 14.6 34.0 34.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.7 22.9 3.8 12.5 14.6 45.3 14.6 34.0 34.8 Queue Length 50th(ft) 5 246 0 30 121 113 13 17 9 Queue Length 95th(ft) 17 382 42 65 245 142 34 40 39 Internal Link Dist(ft) 4871 2550 5193 384 Turn Bay Length(ft) 300 450 300 80 80 Base Capacity(vph) 614 1623 862 455 1962 418 544 457 395 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.58 0.20 0.25 0.38 0.48 0.53 0.07 0.09 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Existing 2021 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(vph) 18 910 164 101 633 16 143 16 190 29 11 18 Future Volume(vph) 18 910 164 101 633 16 143 16 190 29 11 18 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 14 14 12 12 12 12 12 12 12 12 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.86 1.00 0.91 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 3353 1600 1643 3311 1676 1469 1710 1633 Flt Permitted 0.37 1.00 1.00 0.20 1.00 0.38 1.00 1.00 1.00 Satd. Flow(perm) 669 3353 1600 344 3311 666 1469 1800 1633 Peak-hour factor, PHF 0.96 0.96 0.96 0.88 0.88 0.88 0.72 0.72 0.72 0.85 0.85 0.85 Adj. Flow(vph) 19 948 171 115 719 18 199 22 264 34 13 21 RTOR Reduction(vph) 0 0 87 0 1 0 0 228 0 0 20 0 Lane Group Flow(vph) 19 948 84 115 736 0 199 58 0 34 14 0 Heavy Vehicles(%) 0% 2% 2% 11% 3% 0% 2% 0% 6% 0% 0% 0% Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 8 4 Actuated Green, G(s) 55.4 53.4 53.4 68.0 59.7 25.5 14.7 7.4 3.6 Effective Green,g(s) 55.4 53.4 53.4 68.0 59.7 25.5 14.7 7.4 3.6 Actuated g/C Ratio 0.51 0.49 0.49 0.63 0.55 0.24 0.14 0.07 0.03 Clearance Time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 2.0 3.0 3.0 2.0 3.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 361 1654 789 315 1826 296 199 119 54 v/s Ratio Prot 0.00 c0.28 c0.03 c0.22 c0.09 0.04 0.01 0.01 v/s Ratio Perm 0.03 0.05 0.20 c0.07 0.01 v/c Ratio 0.05 0.57 0.11 0.37 0.40 0.67 0.29 0.29 0.25 Uniform Delay,d1 13.0 19.4 14.7 10.5 14.0 36.1 42.1 47.9 51.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 1.5 0.3 0.3 0.7 4.7 0.3 0.5 0.9 Delay(s) 13.0 20.8 14.9 10.7 14.6 40.8 42.4 48.4 51.9 Level of Service B C B B B D D D D Approach Delay(s) 19.8 14.1 41.7 50.1 Approach LOS B B D D Intersection Summary HCM 2000 Control Delay 22.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length(s) 108.2 Sum of lost time(s) 28.0 Intersection Capacity Utilization 73.2% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Existing 2021 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(veh/h) 18 910 164 101 633 16 143 16 190 29 11 18 Future Volume(veh/h) 18 910 164 101 633 16 143 16 190 29 11 18 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1772 1843 1711 1758 1800 1772 1800 1716 1800 1800 1800 Adj Flow Rate,veh/h 19 948 171 115 719 18 199 22 264 34 13 21 Peak Hour Factor 0.96 0.96 0.96 0.88 0.88 0.88 0.72 0.72 0.72 0.85 0.85 0.85 Percent Heavy Veh,% 0 2 2 11 3 0 2 0 6 0 0 0 Cap,vehlh 354 1516 703 272 1616 40 398 24 288 141 69 111 Arrive On Green 0.02 0.45 0.45 0.06 0.49 0.49 0.12 0.20 0.20 0.03 0.11 0.11 Sat Flow,vehlh 1714 3367 1562 1630 3330 83 1688 119 1425 1714 619 1001 Grp Volume(v),veh/h 19 948 171 115 361 376 199 0 286 34 0 34 Grp Sat Flow(s),vehlh/In 1714 1683 1562 1630 1670 1743 1688 0 1544 1714 0 1620 Q Serve(g_s),s 0.6 23.0 7.2 4.0 15.1 15.1 10.7 0.0 19.3 1.9 0.0 2.0 Cycle Q Clear(g_c),s 0.6 23.0 7.2 4.0 15.1 15.1 10.7 0.0 19.3 1.9 0.0 2.0 Prop In Lane 1.00 1.00 1.00 0.05 1.00 0.92 1.00 0.62 Lane Grp Cap(c),veh/h 354 1516 703 272 811 846 398 0 312 141 0 180 V/C Ratio(X) 0.05 0.63 0.24 0.42 0.44 0.44 0.50 0.00 0.92 0.24 0.00 0.19 Avail Cap(c_a),vehlh 609 1516 703 457 811 846 559 0 333 460 0 350 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 15.7 22.4 18.1 17.3 18.0 18.0 34.0 0.0 41.7 40.6 0.0 43.0 Incr Delay(d2),s/veh 0.0 2.0 0.8 0.4 1.8 1.7 0.4 0.0 27.4 0.3 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(50%),veh/In 0.2 8.5 2.6 1.3 5.6 5.8 4.2 0.0 9.3 0.8 0.0 0.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 15.8 24.4 18.9 17.6 19.8 19.7 34.4 0.0 69.0 40.9 0.0 43.2 LnGrp LOS B C B B B B C A E D A D Approach Vol,vehlh 1138 852 485 68 Approach Delay,s/veh 23.4 19.4 54.8 42.0 Approach LOS C B D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.2 58.7 19.8 18.9 12.9 55.0 10.2 28.5 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 18.0 48.0 23.0 23.0 18.0 48.0 23.0 23.0 Max Q Clear Time(g_c+ll),s 2.6 17.1 12.7 4.0 6.0 25.0 3.9 21.3 Green Ext Time(p-c),s 0.0 4.1 0.2 0.1 0.1 6.7 0.0 0.2 Intersection Summary HCM 6th Ctrl Delay 28.6 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 3 Queues Cole Valley Christian School TIS 2: Star Road & McMillan Road II Existing 2021 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 31 77 20 198 2 279 217 352 v/c Ratio 0.11 0.22 0.06 0.52 0.01 0.66 0.37 0.37 Control Delay 21.4 28.5 21.1 21.9 11.0 32.4 10.6 13.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.4 28.5 21.1 21.9 11.0 32.4 10.6 13.0 Queue Length 50th(ft) 9 23 6 34 0 84 29 51 Queue Length 95th(ft) 29 69 19 82 4 229 86 177 Internal Link Dist(ft) 5103 2580 5185 5224 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 574 1288 586 1182 746 1216 701 1280 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.06 0.03 0.17 0.00 0.23 0.31 0.28 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 4 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 2: Star Road & McMillan Road Existing 2021 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 25 59 3 14 38 102 2 244 21 163 256 8 Future Volume(vph) 25 59 3 14 38 102 2 244 21 163 256 8 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.89 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1786 1710 1604 1710 1686 1710 1774 Flt Permitted 0.55 1.00 0.71 1.00 0.55 1.00 0.39 1.00 Satd. Flow(perm) 987 1786 1272 1604 990 1686 700 1774 Peak-hour factor, PHF 0.81 0.81 0.81 0.71 0.71 0.71 0.95 0.95 0.95 0.75 0.75 0.75 Adj. Flow(vph) 31 73 4 20 54 144 2 257 22 217 341 11 RTOR Reduction(vph) 0 2 0 0 75 0 0 2 0 0 1 0 Lane Group Flow(vph) 31 75 0 20 123 0 2 277 0 217 351 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 6% 0% 0% 1% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 14.8 12.8 14.6 12.7 22.9 22.2 41.6 34.9 Effective Green, g(s) 14.8 12.8 14.6 12.7 22.9 22.2 41.6 34.9 Actuated g/C Ratio 0.20 0.17 0.20 0.17 0.31 0.30 0.56 0.47 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 216 307 261 274 311 503 574 833 v/s Ratio Prot c0.00 0.04 0.00 c0.08 0.00 c0.16 c0.07 c0.20 v/s Ratio Perm 0.02 0.01 0.00 0.14 v/c Ratio 0.14 0.25 0.08 0.45 0.01 0.55 0.38 0.42 Uniform Delay,d1 24.3 26.6 24.3 27.6 17.8 21.9 9.0 13.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.4 0.0 1.2 0.0 1.3 0.2 0.3 Delay(s) 24.4 27.0 24.3 28.8 17.8 23.2 9.2 13.4 Level of Service C C C C B C A B Approach Delay(s) 26.2 28.4 23.1 11.8 Approach LOS C C C B Intersection Summary HCM 2000 Control Delay 18.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length(s) 74.3 Sum of lost time(s) 24.0 Intersection Capacity Utilization 57.3% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 5 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 2: Star Road & McMillan Road Existing 2021 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 25 59 3 14 38 102 2 244 21 163 256 8 Future Volume(veh/h) 25 59 3 14 38 102 2 244 21 163 256 8 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1716 1800 1800 1786 1800 Adj Flow Rate,veh/h 31 73 4 20 54 144 2 257 22 217 341 11 Peak Hour Factor 0.81 0.81 0.81 0.71 0.71 0.71 0.95 0.95 0.95 0.75 0.75 0.75 Percent Heavy Veh,% 0 0 0 0 0 0 0 6 0 0 1 0 Cap,vehlh 271 327 18 384 79 212 322 340 29 418 586 19 Arrive On Green 0.03 0.19 0.19 0.02 0.18 0.18 0.00 0.22 0.22 0.13 0.34 0.34 Sat Flow,vehlh 1714 1691 93 1714 434 1158 1714 1558 133 1714 1720 55 Grp Volume(v),veh/h 31 0 77 20 0 198 2 0 279 217 0 352 Grp Sat Flow(s),vehlh/In 1714 0 1783 1714 0 1592 1714 0 1692 1714 0 1776 Q Serve(g_s),s 0.8 0.0 2.0 0.5 0.0 6.3 0.0 0.0 8.4 4.9 0.0 8.9 Cycle Q Clear(g_c),s 0.8 0.0 2.0 0.5 0.0 6.3 0.0 0.0 8.4 4.9 0.0 8.9 Prop In Lane 1.00 0.05 1.00 0.73 1.00 0.08 1.00 0.03 Lane Grp Cap(c),veh/h 271 0 345 384 0 291 322 0 369 418 0 605 V/C Ratio(X) 0.11 0.00 0.22 0.05 0.00 0.68 0.01 0.00 0.76 0.52 0.00 0.58 Avail Cap(c_a),vehlh 808 0 1436 939 0 1281 914 0 1362 799 0 1430 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 17.4 0.0 18.6 17.4 0.0 20.8 16.7 0.0 20.0 13.3 0.0 14.8 Incr Delay(d2),s/veh 0.1 0.0 0.3 0.0 0.0 2.8 0.0 0.0 3.2 0.4 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.3 0.0 0.7 0.2 0.0 2.2 0.0 0.0 3.0 1.4 0.0 2.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 17.5 0.0 18.9 17.4 0.0 23.6 16.7 0.0 23.2 13.6 0.0 15.7 LnGrp LOS B A B B A C B A C B A B Approach Vol,vehlh 108 218 281 569 Approach Delay,s/veh 18.5 23.0 23.1 14.9 Approach LOS B C C B Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 7.9 16.0 6.1 24.6 7.3 16.6 12.9 17.9 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 2.8 8.3 2.0 10.9 2.5 4.0 6.9 10.4 Green Ext Time(p-c),s 0.0 1.1 0.0 1.9 0.0 0.3 0.2 1.5 Intersection Summary HCM 6th Ctrl Delay 18.7 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 02/08/2022 Page 6 Queues Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Existing 2021 AM Peak Hour --10. 4--- Lane Group EBT WBL WBT NBL NBR Lane Group Flow(vph) 303 390 127 173 302 v/c Ratio 0.68 0.57 0.11 0.53 0.56 Control Delay 26.6 9.8 5.4 33.0 8.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 26.6 9.8 5.4 33.0 8.3 Queue Length 50th(ft) 81 61 16 63 0 Queue Length 95th(ft) 158 74 27 70 0 Internal Link Dist(ft) 2580 2551 5196 Turn Bay Length(ft) 150 Base Capacity(vph) 1166 781 1758 1052 1057 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.26 0.50 0.07 0.16 0.29 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 7 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Existing 2021 AM Peak Hour --I- 4___ Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + r* Traffic Volume(vph) 93 156 230 75 85 148 Future Volume(vph) 93 156 230 75 85 148 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.92 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1648 1710 1800 1710 1530 Flt Permitted 1.00 0.31 1.00 0.95 1.00 Satd. Flow(perm) 1648 554 1800 1710 1530 Peak-hour factor, PHF 0.82 0.82 0.59 0.59 0.49 0.49 Adj. Flow(vph) 113 190 390 127 173 302 RTOR Reduction(vph) 57 0 0 0 0 244 Lane Group Flow(vph) 246 0 390 127 173 58 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% Turn Type NA pm+pt NA Prot Prot Protected Phases 6 5 2 8 8 Permitted Phases 2 Actuated Green,G(s) 15.6 40.7 40.7 12.5 12.5 Effective Green, g(s) 15.6 40.7 40.7 12.5 12.5 Actuated g/C Ratio 0.24 0.62 0.62 0.19 0.19 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 2.0 3.0 2.0 2.0 Lane Grp Cap(vph) 394 684 1123 327 293 v/s Ratio Prot 0.15 c0.17 0.07 c0.10 0.04 v/s Ratio Perm c0.19 v/c Ratio 0.62 0.57 0.11 0.53 0.20 Uniform Delay,d1 22.2 7.2 5.0 23.7 22.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.1 0.7 0.0 0.7 0.1 Delay(s) 25.2 7.9 5.0 24.4 22.3 Level of Service C A A C C Approach Delay(s) 25.2 7.2 23.0 Approach LOS C A C Intersection Summary HCM 2000 Control Delay 17.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length(s) 65.2 Sum of lost time(s) 18.0 Intersection Capacity Utilization 52.1% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 8 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Existing 2021 AM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + r* Traffic Volume(veh/h) 93 156 230 75 85 148 Future Volume(veh/h) 93 156 230 75 85 148 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 113 190 390 127 173 302 Peak Hour Factor 0.82 0.82 0.59 0.59 0.49 0.49 Percent Heavy Veh,% 0 0 0 0 0 0 Cap,vehlh 146 245 542 985 408 363 Arrive On Green 0.24 0.24 0.20 0.55 0.24 0.24 Sat Flow,vehlh 603 1014 1714 1800 1714 1525 Grp Volume(v),veh/h 0 303 390 127 173 302 Grp Sat Flow(s),vehlh/In 0 1617 1714 1800 1714 1525 Q Serve(g_s),s 0.0 9.8 8.6 1.9 4.8 10.5 Cycle Q Clear(g_c),s 0.0 9.8 8.6 1.9 4.8 10.5 Prop In Lane 0.63 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 0 391 542 985 408 363 V/C Ratio(X) 0.00 0.77 0.72 0.13 0.42 0.83 Avail Cap(c_a),vehlh 0 1274 939 2384 1197 1065 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 0.0 19.8 11.7 6.2 18.0 20.2 Incr Delay(d2),s/veh 0.0 3.3 0.7 0.1 0.3 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 3.3 2.3 0.5 1.7 3.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 23.1 12.4 6.2 18.3 22.2 LnGrp LOS A C B A B C Approach Vol,vehlh 303 517 475 Approach Delay,s/veh 23.1 10.9 20.8 Approach LOS C B C Timer-Assigned Phs 2 5 6 8 Phs Duration(G+Y+Rc),s 36.6 17.1 19.5 19.3 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 74.0 24.0 44.0 39.0 Max Q Clear Time(g_c+I1),s 3.9 10.6 11.8 12.5 Green Ext Time(p-c),s 0.6 0.5 1.8 0.8 Intersection Summary HCM 6th Ctrl Delay 17.4 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 02/08/2022 Page 9 HCM 6th AWSC Cole Valley Christian School TIS 5: Mcdermott Road & McMillan Road Existing 2021 AM Peak Hour Intersection Intersection Delay,s/veh21.6 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 38 193 7 21 260 80 21 44 23 39 45 25 Future Vol,veh/h 38 193 7 21 260 80 21 44 23 39 45 25 Peak Hour Factor 0.56 0.56 0.56 0.73 0.73 0.73 0.73 0.73 0.73 0.53 0.53 0.53 Heavy Vehicles, % 0 0 0 0 0 0 0 2 0 0 2 0 Mvmt Flow 68 345 13 29 356 110 29 60 32 74 85 47 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SIB Opposing Approach WB EB SIB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SIB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 22 26.7 12.3 14.1 HCM LOS C D B B Lane NBLn1 EBLnlWBLnl SBLn1 Vol Left, % 24% 16% 6% 36% Vol Thru,% 50% 81% 72% 41% Vol Right, % 26% 3% 22% 23% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 88 238 361 109 LT Vol 21 38 21 39 Through Vol 44 193 260 45 RT Vol 23 7 80 25 Lane Flow Rate 121 425 495 206 Geometry Grp 1 1 1 1 Degree of Util(X) 0.236 0.703 0.786 0.388 Departure Headway(Hd) 7.034 5.959 5.725 6.784 Convergence,Y/N Yes Yes Yes Yes Cap 509 603 633 529 Service Time 5.105 4.012 3.775 4.844 HCM Lane V/C Ratio 0.238 0.705 0.782 0.389 HCM Control Delay 12.3 22 26.7 14.1 HCM Lane LOS B C D B HCM 95th-tile Q 0.9 5.7 7.6 1.8 Kittelson&Associates Synchro 11 Report 02/08/2022 Page 10 MOVEMENT SUMMARY Site: 6 [Rustic Oak/ McMillan] Existing 2021 AM Roundabout Movement Performance-Vehicles Mov OD Demand Flows Deg. Average Level of 95%Back of Queue Prop. Effective Average ID Mov Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed South: Rustic Oak Way 3 L2 23 0.0 0.090 4.7 LOS A 0.4 9.5 0.48 0.37 34.6 8 T1 7 0.0 0.090 4.7 LOS A 0.4 9.5 0.48 0.37 34.5 18 R2 53 0.0 0.090 4.7 LOS A 0.4 9.5 0.48 0.37 33.5 Approach 84 0.0 0.090 4.7 LOS A 0.4 9.5 0.48 0.37 33.9 East: McMillan Road 1 L2 11 0.0 0.370 6.4 LOS A 2.3 57.9 0.30 0.15 34.6 6 T1 430 0.0 0.370 6.4 LOS A 2.3 57.9 0.30 0.15 34.5 16 R2 26 11.0 0.370 6.4 LOS A 2.3 57.9 0.30 0.15 33.3 Approach 466 0.6 0.370 6.4 LOS A 2.3 57.9 0.30 0.15 34.4 North: Rustic Oak Way 7 L2 28 0.0 0.063 4.8 LOS A 0.3 6.4 0.50 0.40 33.9 4 T1 1 0.0 0.063 4.8 LOS A 0.3 6.4 0.50 0.40 33.8 14 R2 25 0.0 0.063 4.8 LOS A 0.3 6.4 0.50 0.40 32.9 Approach 54 0.0 0.063 4.8 LOS A 0.3 6.4 0.50 0.40 33.4 West: McMillan Road 5 L2 54 0.0 0.292 5.3 LOS A 1.7 42.3 0.18 0.07 34.8 2 T1 309 0.0 0.292 5.3 LOS A 1.7 42.3 0.18 0.07 34.7 12 R2 24 0.0 0.292 5.3 LOS A 1.7 42.3 0.18 0.07 33.7 Approach 387 0.0 0.292 5.3 LOS A 1.7 42.3 0.18 0.07 34.7 All Vehicles 991 0.3 0.370 5.7 LOS A 2.3 57.9 0.28 0.15 34.4 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 7.0 1 Copyright©2000-2017 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Friday,January 21,2022 3:32:19 PM Project: H:\26\26392-Cole Valley Christian School\sidra\26392_ExistingAM_RusticOak-McMillan.sip7 HCM 6th AWSC Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Existing 2021 AM Peak Hour Intersection Intersection Delay,s/veh78.2 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 57 208 23 26 212 33 24 219 61 35 192 103 Future Vol,veh/h 57 208 23 26 212 33 24 219 61 35 192 103 Peak Hour Factor 0.76 0.76 0.76 0.75 0.75 0.75 0.83 0.83 0.83 0.76 0.76 0.76 Heavy Vehicles, % 0 0 0 4 0 3 0 4 2 0 1 0 Mvmt Flow 75 274 30 35 283 44 29 264 73 46 253 136 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SIB Opposing Approach WB EB SIB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SIB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 71 63.8 63.6 108.7 HCM LOS F F F F Lane NBLn1 EBLnlWBLnl SBLn1 Vol Left, % 8% 20% 10% 11% Vol Thru,% 72% 72% 78% 58% Vol Right, % 20% 8% 12% 31% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 304 288 271 330 LT Vol 24 57 26 35 Through Vol 219 208 212 192 RT Vol 61 23 33 103 Lane Flow Rate 366 379 361 434 Geometry Grp 1 1 1 1 Degree of Util(X) 0.935 0.968 0.933 1.109 Departure Headway(Hd) 9.694 9.716 9.834 9.191 Convergence,Y/N Yes Yes Yes Yes Cap 377 375 372 399 Service Time 7.694 7.716 7.834 7.191 HCM Lane V/C Ratio 0.971 1.011 0.97 1.088 HCM Control Delay 63.6 71 63.8 108.7 HCM Lane LOS F F F F HCM 95th-tile Q 10 10.9 9.9 15.7 Kittelson&Associates Synchro 11 Report 02/08/2022 Page 11 Queues Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Existing 2021 AIM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 62 221 155 179 205 45 128 484 113 108 613 30 v/c Ratio 0.16 0.58 0.35 0.42 0.37 0.08 0.40 0.46 0.20 0.28 0.66 0.06 Control Delay 17.6 37.1 8.6 19.9 27.5 0.3 18.7 26.1 6.2 16.8 30.5 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.6 37.1 8.6 19.9 27.5 0.3 18.7 26.1 6.2 16.8 30.5 0.3 Queue Length 50th(ft) 18 98 2 55 81 0 35 103 0 29 136 0 Queue Length 95th(ft) 48 194 44 129 181 0 90 196 40 75 250 0 Internal Link Dist(ft) 5200 1590 5209 816 Turn Bay Length(ft) 115 100 100 115 185 85 295 100 Base Capacity(vph) 563 703 676 480 715 681 453 1505 748 524 1513 684 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.31 0.23 0.37 0.29 0.07 0.28 0.32 0.15 0.21 0.41 0.04 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 12 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Existing 2021 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(vph) 52 186 130 172 197 43 123 465 108 95 539 26 Future Volume(vph) 52 186 130 172 197 43 123 465 108 95 539 26 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1710 1800 1500 1676 1782 1530 1710 3288 1500 1710 3320 1366 Flt Permitted 0.63 1.00 1.00 0.39 1.00 1.00 0.27 1.00 1.00 0.43 1.00 1.00 Satd. Flow(perm) 1133 1800 1500 681 1782 1530 477 3288 1500 766 3320 1366 Peak-hour factor, PHF 0.84 0.84 0.84 0.96 0.96 0.96 0.96 0.96 0.96 0.88 0.88 0.88 Adj. Flow(vph) 62 221 155 179 205 45 128 484 112 108 612 30 RTOR Reduction(vph) 0 0 115 0 0 31 0 0 77 0 0 21 Lane Group Flow(vph) 62 221 40 179 205 14 128 484 36 108 613 9 Heavy Vehicles(%) 0% 0% 2% 2% 1% 0% 0% 4% 2% 0% 3% 12% Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 2 8 8 4 4 Actuated Green,G(s) 24.1 18.8 18.8 35.3 25.0 25.0 34.5 26.1 26.1 30.9 24.3 24.3 Effective Green, g(s) 24.1 18.8 18.8 35.3 25.0 25.0 34.5 26.1 26.1 30.9 24.3 24.3 Actuated g/C Ratio 0.29 0.23 0.23 0.43 0.30 0.30 0.42 0.31 0.31 0.37 0.29 0.29 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 365 407 339 427 536 460 323 1033 471 360 972 399 v/s Ratio Prot 0.01 c0.12 c0.06 0.12 c0.04 0.15 0.02 c0.18 v/s Ratio Perm 0.04 0.03 0.12 0.01 0.12 0.02 0.09 0.01 v/c Ratio 0.17 0.54 0.12 0.42 0.38 0.03 0.40 0.47 0.08 0.30 0.63 0.02 Uniform Delay,d1 21.7 28.3 25.5 15.9 22.9 20.4 16.0 22.9 20.0 17.5 25.5 20.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 1.9 0.2 0.2 0.6 0.0 0.3 0.5 0.1 0.2 1.5 0.0 Delay(s) 21.8 30.2 25.7 16.2 23.5 20.5 16.3 23.3 20.1 17.7 27.0 20.9 Level of Service C C C B C C B C C B C C Approach Delay(s) 27.4 20.1 21.6 25.4 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 23.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length(s) 83.0 Sum of lost time(s) 20.0 Intersection Capacity Utilization 60.0% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 13 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Existing 2021 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(veh/h) 52 186 130 172 197 43 123 465 108 95 539 26 Future Volume(veh/h) 52 186 130 172 197 43 123 465 108 95 539 26 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1772 1772 1786 1800 1800 1744 1772 1800 1758 1632 Adj Flow Rate,veh/h 62 221 155 179 205 45 128 484 112 108 612 30 Peak Hour Factor 0.84 0.84 0.84 0.96 0.96 0.96 0.96 0.96 0.96 0.88 0.88 0.88 Percent Heavy Veh,% 0 0 2 2 1 0 0 4 2 0 3 12 Cap,vehlh 381 335 280 383 436 373 356 980 444 387 967 400 Arrive On Green 0.05 0.19 0.19 0.11 0.24 0.24 0.08 0.30 0.30 0.07 0.29 0.29 Sat Flow,vehlh 1714 1800 1502 1688 1786 1525 1714 3313 1502 1714 3340 1383 Grp Volume(v),veh/h 62 221 155 179 205 45 128 484 112 108 612 30 Grp Sat Flow(s),vehlh/In 1714 1800 1502 1688 1786 1525 1714 1657 1502 1714 1670 1383 Q Serve(g_s),s 1.7 6.8 5.6 4.9 5.8 1.4 3.0 7.2 3.4 2.6 9.5 0.9 Cycle Q Clear(g_c),s 1.7 6.8 5.6 4.9 5.8 1.4 3.0 7.2 3.4 2.6 9.5 0.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 381 335 280 383 436 373 356 980 444 387 967 400 V/C Ratio(X) 0.16 0.66 0.55 0.47 0.47 0.12 0.36 0.49 0.25 0.28 0.63 0.07 Avail Cap(c_a),vehlh 721 907 757 619 900 769 657 1949 883 699 1964 813 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 17.9 22.5 22.0 16.6 19.2 17.5 13.8 17.3 15.9 13.5 18.4 15.3 Incr Delay(d2),s/veh 0.1 3.1 2.4 0.3 1.1 0.2 0.2 0.6 0.4 0.1 1.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 2.7 1.9 1.6 2.1 0.4 1.0 2.4 1.1 0.8 3.3 0.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 18.0 25.6 24.4 16.9 20.3 17.7 14.1 17.8 16.4 13.6 19.4 15.5 LnGrp LOS B C C B C B B B B B B B Approach Vol,vehlh 438 429 724 750 Approach Delay,s/veh 24.1 18.6 16.9 18.4 Approach LOS C B B B Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 8.2 19.5 9.5 22.2 11.7 16.1 9.2 22.6 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 15.0 30.0 15.0 35.0 15.0 30.0 15.0 35.0 Max Q Clear Time(g_c+I1),s 3.7 7.8 5.0 11.5 6.9 8.8 4.6 9.2 Green Ext Time(p-c),s 0.0 1.6 0.1 5.8 0.1 2.3 0.1 5.1 Intersection Summary HCM 6th Ctrl Delay 19.0 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 02/08/2022 Page 14 Queues Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Existing 2021 AM Peak Hour t , Lane Group EBL EBT WBL WBT NBT SBT Lane Group Flow(vph) 26 483 25 664 190 112 v/c Ratio 0.10 0.52 0.06 0.72 0.59 0.30 Control Delay 8.4 11.0 7.6 15.4 25.9 17.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.4 11.0 7.6 15.4 25.9 17.3 Queue Length 50th(ft) 3 81 3 132 44 21 Queue Length 95th(ft) 12 119 10 167 79 61 Internal Link Dist(ft) 2550 5184 1239 5192 Turn Bay Length(ft) 150 150 Base Capacity(vph) 401 1387 611 1396 657 768 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.35 0.04 0.48 0.29 0.15 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 15 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Existing 2021 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 17 282 37 16 403 15 55 45 22 10 60 22 Future Volume(vph) 17 282 37 16 403 15 55 45 22 10 60 22 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 7.0 7.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.99 0.98 0.97 Flt Protected 0.95 1.00 0.95 1.00 0.98 0.99 Satd. Flow(prot) 1710 1769 1710 1782 1718 1732 Flt Permitted 0.29 1.00 0.43 1.00 0.80 0.94 Satd. Flow(perm) 514 1769 781 1782 1407 1640 Peak-hour factor, PHF 0.66 0.66 0.66 0.63 0.63 0.63 0.64 0.64 0.64 0.82 0.82 0.82 Adj. Flow(vph) 26 427 56 25 640 24 86 70 34 12 73 27 RTOR Reduction(vph) 0 6 0 0 2 0 0 12 0 0 17 0 Lane Group Flow(vph) 26 477 0 25 662 0 0 178 0 0 95 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 13% 0% 0% 0% 0% 0% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6 2 8 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 27.0 27.0 27.0 27.0 11.5 11.5 Effective Green, g(s) 27.0 27.0 27.0 27.0 11.5 11.5 Actuated g/C Ratio 0.52 0.52 0.52 0.52 0.22 0.22 Clearance Time(s) 6.0 6.0 6.0 6.0 7.0 7.0 Vehicle Extension(s) 3.5 3.5 3.5 3.5 2.0 2.0 Lane Grp Cap(vph) 269 927 409 934 314 366 v/s Ratio Prot 0.27 c0.37 v/s Ratio Perm 0.05 0.03 c0.13 0.06 v/c Ratio 0.10 0.51 0.06 0.71 0.57 0.26 Uniform Delay,d1 6.1 8.0 6.0 9.3 17.8 16.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.2 0.6 0.1 2.6 1.4 0.1 Delay(s) 6.3 8.5 6.1 11.9 19.2 16.6 Level of Service A A A B B B Approach Delay(s) 8.4 11.6 19.2 16.6 Approach LOS A B B B Intersection Summary HCM 2000 Control Delay 11.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length(s) 51.5 Sum of lost time(s) 13.0 Intersection Capacity Utilization 48.0% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 16 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Existing 2021 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 17 282 37 16 403 15 55 45 22 10 60 22 Future Volume(veh/h) 17 282 37 16 403 15 55 45 22 10 60 22 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1617 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 26 427 56 25 640 24 86 70 34 12 73 27 Peak Hour Factor 0.66 0.66 0.66 0.63 0.63 0.63 0.64 0.64 0.64 0.82 0.82 0.82 Percent Heavy Veh,% 0 0 0 0 0 13 0 0 0 0 0 0 Cap,vehlh 338 766 100 466 847 32 240 116 48 120 203 69 Arrive On Green 0.49 0.49 0.49 0.49 0.49 0.49 0.17 0.17 0.17 0.17 0.17 0.17 Sat Flow,vehlh 784 1559 204 927 1724 65 615 689 284 95 1206 413 Grp Volume(v),veh/h 26 0 483 25 0 664 190 0 0 112 0 0 Grp Sat Flow(s),vehlh/In 784 0 1763 927 0 1788 1588 0 0 1714 0 0 Q Serve(g_s),s 1.1 0.0 7.3 0.7 0.0 11.5 2.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c),s 12.5 0.0 7.3 8.1 0.0 11.5 4.2 0.0 0.0 2.2 0.0 0.0 Prop In Lane 1.00 0.12 1.00 0.04 0.45 0.18 0.11 0.24 Lane Grp Cap(c),veh/h 338 0 867 466 0 879 404 0 0 392 0 0 V/C Ratio(X) 0.08 0.00 0.56 0.05 0.00 0.76 0.47 0.00 0.00 0.29 0.00 0.00 Avail Cap(c_a),vehlh 754 0 1801 958 0 1827 1056 0 0 1114 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 12.9 0.0 6.8 9.6 0.0 7.8 14.9 0.0 0.0 14.1 0.0 0.0 Incr Delay(d2),s/veh 0.1 0.0 0.7 0.1 0.0 1.6 0.3 0.0 0.0 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(50%),veh/In 0.1 0.0 1.2 0.1 0.0 2.1 1.1 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 13.0 0.0 7.5 9.7 0.0 9.5 15.2 0.0 0.0 14.3 0.0 0.0 LnGrp LOS B A A A A A B A A B A A Approach Vol,vehlh 509 689 190 112 Approach Delay,s/veh 7.8 9.5 15.2 14.3 Approach LOS A A B B Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 24.8 13.4 24.8 13.4 Change Period(Y+Rc),s 6.0 7.0 6.0 7.0 Max Green Setting(Gmax),s 39.0 23.0 39.0 23.0 Max Q Clear Time(g_c+I1),s 13.5 4.2 14.5 6.2 Green Ext Time(p-c),s 5.3 0.3 3.6 0.5 Intersection Summary HCM 6th Ctrl Delay 10.0 HCM 6th LOS A Kittelson&Associates Synchro 11 Report 02/08/2022 Page 17 Queues Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road II Existing 2021 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 51 419 72 553 38 360 55 291 v/c Ratio 0.19 0.57 0.20 0.74 0.14 0.82 0.23 0.57 Control Delay 18.4 32.4 18.0 37.7 22.7 53.0 24.0 37.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.4 32.4 18.0 37.7 22.7 53.0 24.0 37.5 Queue Length 50th(ft) 17 233 25 339 17 234 25 179 Queue Length 95th(ft) 38 324 47 401 37 342 49 256 Internal Link Dist(ft) 5184 5184 1203 5198 Turn Bay Length(ft) 75 75 75 75 Base Capacity(vph) 448 739 503 745 435 712 390 741 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.57 0.14 0.74 0.09 0.51 0.14 0.39 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 18 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Existing 2021 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 37 276 30 49 351 25 32 233 73 46 218 23 Future Volume(vph) 37 276 30 49 351 25 32 233 73 46 218 23 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.99 1.00 0.96 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1653 1714 1621 1718 1605 1640 1653 1715 Flt Permitted 0.24 1.00 0.35 1.00 0.44 1.00 0.26 1.00 Satd. Flow(perm) 417 1714 603 1718 742 1640 453 1715 Peak-hour factor, PHF 0.73 0.73 0.73 0.68 0.68 0.68 0.85 0.85 0.85 0.83 0.83 0.83 Adj. Flow(vph) 51 378 41 72 516 37 38 274 86 55 263 28 RTOR Reduction(vph) 0 2 0 0 1 0 0 8 0 0 3 0 Lane Group Flow(vph) 51 417 0 72 552 0 38 352 0 55 288 0 Heavy Vehicles(%) 0% 0% 0% 2% 0% 4% 3% 3% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G(s) 50.5 45.4 52.3 46.3 33.1 29.3 37.3 31.4 Effective Green,g(s) 50.5 45.4 52.3 46.3 33.1 29.3 37.3 31.4 Actuated g/C Ratio 0.46 0.41 0.47 0.42 0.30 0.26 0.34 0.28 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 247 703 340 719 251 434 216 486 v/s Ratio Prot 0.01 0.24 c0.01 c0.32 0.01 c0.21 c0.01 0.17 v/s Ratio Perm 0.08 0.09 0.04 0.07 v/c Ratio 0.21 0.59 0.21 0.77 0.15 0.81 0.25 0.59 Uniform Delay,d1 19.1 25.4 17.1 27.5 28.1 38.1 26.4 34.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.2 1.3 0.1 4.9 0.1 11.0 0.2 1.9 Delay(s) 19.3 26.7 17.3 32.5 28.2 49.0 26.6 36.0 Level of Service B C B C C D C D Approach Delay(s) 25.9 30.7 47.0 34.5 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 33.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length(s) 110.6 Sum of lost time(s) 24.0 Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 19 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Existing 2021 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 37 276 30 49 351 25 32 233 73 46 218 23 Future Volume(veh/h) 37 276 30 49 351 25 32 233 73 46 218 23 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1772 1800 1744 1758 1758 1800 1800 1800 1800 Adj Flow Rate,veh/h 51 378 41 72 516 37 38 274 86 55 263 28 Peak Hour Factor 0.73 0.73 0.73 0.68 0.68 0.68 0.85 0.85 0.85 0.83 0.83 0.83 Percent Heavy Veh,% 0 0 0 2 0 4 3 3 0 0 0 0 Cap,vehlh 220 555 60 317 590 42 277 326 102 220 419 45 Arrive On Green 0.04 0.35 0.35 0.05 0.36 0.36 0.04 0.25 0.25 0.04 0.26 0.26 Sat Flow,vehlh 1714 1596 173 1688 1660 119 1674 1283 403 1714 1599 170 Grp Volume(v),veh/h 51 0 419 72 0 553 38 0 360 55 0 291 Grp Sat Flow(s),vehlh/In 1714 0 1769 1688 0 1779 1674 0 1685 1714 0 1769 Q Serve(g_s),s 1.5 0.0 16.0 2.1 0.0 23.0 1.3 0.0 16.0 1.8 0.0 11.5 Cycle Q Clear(g_c),s 1.5 0.0 16.0 2.1 0.0 23.0 1.3 0.0 16.0 1.8 0.0 11.5 Prop In Lane 1.00 0.10 1.00 0.07 1.00 0.24 1.00 0.10 Lane Grp Cap(c),veh/h 220 0 615 317 0 632 277 0 428 220 0 464 V/C Ratio(X) 0.23 0.00 0.68 0.23 0.00 0.87 0.14 0.00 0.84 0.25 0.00 0.63 Avail Cap(c_a),vehlh 560 0 985 638 0 990 620 0 938 556 0 985 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 18.5 0.0 22.0 16.7 0.0 23.8 21.2 0.0 28.0 21.8 0.0 25.7 Incr Delay(d2),s/veh 0.2 0.0 1.3 0.1 0.0 5.6 0.1 0.0 4.5 0.2 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.5 0.0 6.1 0.7 0.0 9.5 0.5 0.0 6.4 0.7 0.0 4.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 18.7 0.0 23.4 16.8 0.0 29.4 21.3 0.0 32.5 22.0 0.0 27.1 LnGrp LOS B A C B A C C A C C A C Approach Vol,vehlh 470 625 398 346 Approach Delay,s/veh 22.8 27.9 31.4 26.3 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.4 34.1 8.8 26.7 10.0 33.5 9.5 26.1 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 3.5 25.0 3.3 13.5 4.1 18.0 3.8 18.0 Green Ext Time(p-c),s 0.0 3.1 0.0 1.6 0.1 2.4 0.0 2.0 Intersection Summary HCM 6th Ctrl Delay 27.1 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 20 Queues Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Existing 2021 PM School Peak Hour t Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 22 981 185 173 1239 213 172 44 61 v/c Ratio 0.09 0.50 0.20 0.45 0.57 0.84 0.54 0.34 0.58 Control Delay 11.3 23.1 3.2 13.2 19.2 82.6 22.8 55.8 62.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.3 23.1 3.2 13.2 19.2 82.6 22.8 55.8 62.2 Queue Length 50th(ft) 7 318 0 60 409 201 36 37 33 Queue Length 95th(ft) 19 461 43 101 526 273 107 49 50 Internal Link Dist(ft) 4871 2550 5193 384 Turn Bay Length(ft) 300 450 300 80 80 Base Capacity(vph) 274 1956 934 482 2183 276 422 279 341 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.50 0.20 0.36 0.57 0.77 0.41 0.16 0.18 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Existing 2021 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(vph) 20 893 168 154 1080 23 187 26 125 28 19 20 Future Volume(vph) 20 893 168 154 1080 23 187 26 125 28 19 20 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 14 14 12 12 12 12 12 12 12 12 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.88 1.00 0.92 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 3353 1470 1806 3341 1569 1532 1598 1541 Flt Permitted 0.18 1.00 1.00 0.21 1.00 0.36 1.00 0.65 1.00 Satd. Flow(perm) 324 3353 1470 402 3341 601 1532 1091 1541 Peak-hour factor, PHF 0.91 0.91 0.91 0.89 0.89 0.89 0.88 0.88 0.88 0.64 0.64 0.64 Adj. Flow(vph) 22 981 185 173 1213 26 212 30 142 44 30 31 RTOR Reduction(vph) 0 0 79 0 1 0 0 116 0 0 28 0 Lane Group Flow(vph) 22 981 106 173 1238 0 213 56 0 44 33 0 Heavy Vehicles(%) 0% 2% 11% 1% 2% 4% 9% 12% 1% 7% 16% 0% Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 8 4 Actuated Green, G(s) 95.4 92.0 92.0 110.7 100.3 35.3 21.4 14.1 7.2 Effective Green,g(s) 95.4 92.0 92.0 110.7 100.3 35.3 21.4 14.1 7.2 Actuated g/C Ratio 0.60 0.58 0.58 0.69 0.63 0.22 0.13 0.09 0.05 Clearance Time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 2.0 3.0 3.0 2.0 3.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 222 1927 845 380 2094 260 204 118 69 v/s Ratio Prot 0.00 0.29 c0.03 c0.37 c0.11 0.04 0.02 0.02 v/s Ratio Perm 0.06 0.07 0.28 c0.07 0.02 v/c Ratio 0.10 0.51 0.13 0.46 0.59 0.82 0.27 0.37 0.48 Uniform Delay,d1 14.4 20.4 15.6 11.8 17.7 56.4 62.3 68.4 74.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 1.0 0.3 0.3 0.5 17.1 0.3 0.7 1.9 Delay(s) 14.4 21.4 15.9 12.1 18.2 73.5 62.6 69.1 76.5 Level of Service B C B B B E E E E Approach Delay(s) 20.4 17.4 68.6 73.4 Approach LOS C B E E Intersection Summary HCM 2000 Control Delay 26.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length(s) 160.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 74.9% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Existing 2021 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(veh/h) 20 893 168 154 1080 23 187 26 125 28 19 20 Future Volume(veh/h) 20 893 168 154 1080 23 187 26 125 28 19 20 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1772 1711 1857 1772 1744 1674 1632 1786 1702 1575 1800 Adj Flow Rate,veh/h 22 981 185 173 1213 26 212 30 142 44 30 31 Peak Hour Factor 0.91 0.91 0.91 0.89 0.89 0.89 0.88 0.88 0.88 0.64 0.64 0.64 Percent Heavy Veh,% 0 2 11 1 2 4 9 12 1 7 16 0 Cap,vehlh 99 1119 482 209 1311 28 278 39 185 146 39 41 Arrive On Green 0.02 0.33 0.33 0.08 0.39 0.39 0.14 0.16 0.16 0.03 0.06 0.06 Sat Flow,vehlh 1714 3367 1450 1769 3370 72 1594 248 1173 1621 710 733 Grp Volume(v),veh/h 22 981 185 173 606 633 212 0 172 44 0 61 Grp Sat Flow(s),vehlh/In 1714 1683 1450 1769 1683 1759 1594 0 1420 1621 0 1443 Q Serve(g_s),s 1.3 43.9 15.6 10.0 54.9 55.0 19.6 0.0 18.6 4.1 0.0 6.7 Cycle Q Clear(g_c),s 1.3 43.9 15.6 10.0 54.9 55.0 19.6 0.0 18.6 4.1 0.0 6.7 Prop In Lane 1.00 1.00 1.00 0.04 1.00 0.83 1.00 0.51 Lane Grp Cap(c),veh/h 99 1119 482 209 655 684 278 0 224 146 0 80 V/C Ratio(X) 0.22 0.88 0.38 0.83 0.92 0.93 0.76 0.00 0.77 0.30 0.00 0.76 Avail Cap(c_a),vehlh 151 1119 482 328 715 748 291 0 293 326 0 298 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 41.0 50.3 40.9 38.5 46.6 46.7 58.9 0.0 64.6 68.4 0.0 74.5 Incr Delay(d2),s/veh 0.4 9.7 2.3 5.0 17.1 16.6 9.6 0.0 6.1 0.4 0.0 5.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 19.3 5.8 4.5 25.0 26.1 8.5 0.0 7.0 1.7 0.0 2.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 41.4 60.1 43.2 43.5 63.7 63.3 68.5 0.0 70.7 68.8 0.0 80.1 LnGrp LOS D E D D E E E A E E A F Approach Vol,vehlh 1188 1412 384 105 Approach Delay,s/veh 57.1 61.1 69.5 75.4 Approach LOS E E E E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 10.1 69.2 28.6 15.8 19.2 60.2 12.2 32.2 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 8.0 68.0 23.0 33.0 23.0 53.0 23.0 33.0 Max Q Clear Time(g_c+I1),s 3.3 57.0 21.6 8.7 12.0 45.9 6.1 20.6 Green Ext Time(p-c),s 0.0 5.2 0.0 0.2 0.1 3.6 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 61.1 HCM 6th LOS E Kittelson&Associates Synchro 11 Report 02/08/2022 Page 3 Queues Cole Valley Christian School TIS 2: Star Road & McMillan Road II Existing 2021 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 13 23 24 279 1 255 41 185 v/c Ratio 0.04 0.05 0.05 0.52 0.00 0.50 0.09 0.27 Control Delay 15.4 22.0 15.3 17.4 12.0 23.0 11.1 14.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.4 22.0 15.3 17.4 12.0 23.0 11.1 14.8 Queue Length 50th(ft) 3 5 5 48 0 63 6 27 Queue Length 95th(ft) 14 26 17 112 3 189 30 130 Internal Link Dist(ft) 5103 2580 5185 5224 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 682 1450 756 1312 824 1397 769 1399 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.02 0.03 0.21 0.00 0.18 0.05 0.13 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 4 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 2: Star Road & McMillan Road Existing 2021 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 11 19 1 17 56 142 1 226 11 40 174 6 Future Volume(vph) 11 19 1 17 56 142 1 226 11 40 174 6 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.89 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1569 1788 1710 1597 1710 1722 1660 1725 Flt Permitted 0.53 1.00 0.69 1.00 0.64 1.00 0.48 1.00 Satd. Flow(perm) 880 1788 1244 1597 1154 1722 842 1725 Peak-hour factor, PHF 0.86 0.86 0.86 0.71 0.71 0.71 0.93 0.93 0.93 0.97 0.97 0.97 Adj. Flow(vph) 13 22 1 24 79 200 1 243 12 41 179 6 RTOR Reduction(vph) 0 1 0 0 64 0 0 1 0 0 1 0 Lane Group Flow(vph) 13 22 0 24 215 0 1 254 0 41 184 0 Heavy Vehicles(%) 9% 0% 0% 0% 2% 0% 0% 4% 0% 3% 4% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 15.5 14.8 17.7 15.9 18.7 18.1 24.5 21.0 Effective Green, g(s) 15.5 14.8 17.7 15.9 18.7 18.1 24.5 21.0 Actuated g/C Ratio 0.25 0.24 0.28 0.26 0.30 0.29 0.39 0.34 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 227 425 367 408 352 501 377 582 v/s Ratio Prot 0.00 0.01 c0.00 c0.13 0.00 c0.15 c0.01 c0.11 v/s Ratio Perm 0.01 0.02 0.00 0.04 v/c Ratio 0.06 0.05 0.07 0.53 0.00 0.51 0.11 0.32 Uniform Delay,d1 17.7 18.3 16.2 19.9 15.2 18.3 11.9 15.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.1 0.0 1.2 0.0 0.8 0.0 0.3 Delay(s) 17.7 18.3 16.2 21.1 15.2 19.1 11.9 15.6 Level of Service B B B C B B B B Approach Delay(s) 18.1 20.8 19.1 14.9 Approach LOS B C B B Intersection Summary HCM 2000 Control Delay 18.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length(s) 62.2 Sum of lost time(s) 24.0 Intersection Capacity Utilization 44.8% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 5 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 2: Star Road & McMillan Road Existing 2021 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 11 19 1 17 56 142 1 226 11 40 174 6 Future Volume(veh/h) 11 19 1 17 56 142 1 226 11 40 174 6 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1674 1800 1800 1800 1772 1800 1800 1744 1800 1758 1744 1800 Adj Flow Rate,veh/h 13 22 1 24 79 200 1 243 12 41 179 6 Peak Hour Factor 0.86 0.86 0.86 0.71 0.71 0.71 0.93 0.93 0.93 0.97 0.97 0.97 Percent Heavy Veh,% 9 0 0 0 2 0 0 4 0 3 4 0 Cap,vehlh 253 389 18 504 106 269 345 339 17 298 416 14 Arrive On Green 0.02 0.23 0.23 0.03 0.24 0.24 0.00 0.21 0.21 0.04 0.25 0.25 Sat Flow,vehlh 1594 1708 78 1714 444 1125 1714 1648 81 1674 1677 56 Grp Volume(v),veh/h 13 0 23 24 0 279 1 0 255 41 0 185 Grp Sat Flow(s),vehlh/In 1594 0 1786 1714 0 1569 1714 0 1729 1674 0 1734 Q Serve(g_s),s 0.3 0.0 0.5 0.5 0.0 8.0 0.0 0.0 6.7 0.9 0.0 4.4 Cycle Q Clear(g_c),s 0.3 0.0 0.5 0.5 0.0 8.0 0.0 0.0 6.7 0.9 0.0 4.4 Prop In Lane 1.00 0.04 1.00 0.72 1.00 0.05 1.00 0.03 Lane Grp Cap(c),veh/h 253 0 406 504 0 376 345 0 356 298 0 430 V/C Ratio(X) 0.05 0.00 0.06 0.05 0.00 0.74 0.00 0.00 0.72 0.14 0.00 0.43 Avail Cap(c_a),vehlh 851 0 1620 1126 0 1423 1012 0 1568 880 0 1573 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 14.5 0.0 14.7 13.6 0.0 17.1 15.3 0.0 18.0 14.5 0.0 15.4 Incr Delay(d2),s/veh 0.0 0.0 0.1 0.0 0.0 2.9 0.0 0.0 2.7 0.1 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.1 0.0 0.2 0.2 0.0 2.5 0.0 0.0 2.3 0.3 0.0 1.4 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 14.6 0.0 14.7 13.6 0.0 20.0 15.3 0.0 20.7 14.6 0.0 16.0 LnGrp LOS B A B B A B B A C B A B Approach Vol,vehlh 36 303 256 226 Approach Delay,s/veh 14.7 19.5 20.7 15.8 Approach LOS B B C B Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 6.8 17.6 6.1 18.0 7.4 17.0 8.1 16.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 2.3 10.0 2.0 6.4 2.5 2.5 2.9 8.7 Green Ext Time(p-c),s 0.0 1.6 0.0 0.9 0.0 0.1 0.0 1.3 Intersection Summary HCM 6th Ctrl Delay 18.6 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 02/08/2022 Page 6 Queues Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Existing 2021 PM School Peak Hour --10. 4--- Lane Group EBT WBL WBT NBL NBR Lane Group Flow(vph) 76 62 113 237 463 v/c Ratio 0.17 0.13 0.16 0.47 0.60 Control Delay 13.9 8.2 8.3 17.4 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 13.9 8.2 8.3 17.4 5.5 Queue Length 50th(ft) 11 8 15 54 0 Queue Length 95th(ft) 42 26 41 53 0 Internal Link Dist(ft) 2580 2551 5196 Turn Bay Length(ft) 150 Base Capacity(vph) 1594 1016 1782 1502 1400 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.05 0.06 0.06 0.16 0.33 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 7 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Existing 2021 PM School Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + r* Traffic Volume(vph) 44 23 55 101 116 227 Future Volume(vph) 44 23 55 101 116 227 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.95 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1695 1710 1782 1710 1530 Flt Permitted 1.00 0.45 1.00 0.95 1.00 Satd. Flow(perm) 1695 810 1782 1710 1530 Peak-hour factor, PHF 0.88 0.88 0.89 0.89 0.49 0.49 Adj. Flow(vph) 50 26 62 113 237 463 RTOR Reduction(vph) 18 0 0 0 0 334 Lane Group Flow(vph) 58 0 62 113 237 129 Heavy Vehicles(%) 2% 0% 0% 1% 0% 0% Turn Type NA pm+pt NA Prot Prot Protected Phases 6 5 2 8 8 Permitted Phases 2 Actuated Green,G(s) 10.5 20.2 20.2 12.4 12.4 Effective Green, g(s) 10.5 20.2 20.2 12.4 12.4 Actuated g/C Ratio 0.24 0.45 0.45 0.28 0.28 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 2.0 3.0 3.0 3.0 Lane Grp Cap(vph) 399 441 807 475 425 v/s Ratio Prot 0.03 0.01 c0.06 c0.14 0.08 v/s Ratio Perm c0.05 v/c Ratio 0.15 0.14 0.14 0.50 0.30 Uniform Delay,d1 13.5 7.3 7.1 13.5 12.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.2 0.1 0.1 0.8 0.4 Delay(s) 13.7 7.4 7.2 14.3 13.1 Level of Service B A A B B Approach Delay(s) 13.7 7.3 13.5 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 12.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.34 Actuated Cycle Length(s) 44.6 Sum of lost time(s) 18.0 Intersection Capacity Utilization 33.2% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 8 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Existing 2021 PM School Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + r* Traffic Volume(veh/h) 44 23 55 101 116 227 Future Volume(veh/h) 44 23 55 101 116 227 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1772 1800 1800 1786 1800 1800 Adj Flow Rate,veh/h 50 26 62 113 237 463 Peak Hour Factor 0.88 0.88 0.89 0.89 0.49 0.49 Percent Heavy Veh,% 2 0 0 1 0 0 Cap,vehlh 225 117 472 690 630 561 Arrive On Green 0.21 0.21 0.06 0.39 0.37 0.37 Sat Flow,vehlh 1098 571 1714 1786 1714 1525 Grp Volume(v),veh/h 0 76 62 113 237 463 Grp Sat Flow(s),vehlh/In 0 1669 1714 1786 1714 1525 Q Serve(g_s),s 0.0 1.8 1.3 2.0 4.9 13.4 Cycle Q Clear(g_c),s 0.0 1.8 1.3 2.0 4.9 13.4 Prop In Lane 0.34 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 0 342 472 690 630 561 V/C Ratio(X) 0.00 0.22 0.13 0.16 0.38 0.83 Avail Cap(c_a),vehlh 0 1506 1216 2709 1371 1220 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 0.0 16.1 12.4 9.8 11.3 14.0 Incr Delay(d2),s/veh 0.0 0.3 0.0 0.1 0.4 3.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.6 0.4 0.6 1.6 4.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 16.5 12.5 9.9 11.7 17.2 LnGrp LOS A B B A B B Approach Vol,vehlh 76 175 700 Approach Delay,s/veh 16.5 10.8 15.3 Approach LOS B B B Timer-Assigned Phs 2 5 6 8 Phs Duration(G+Y+Rc),s 24.8 8.8 16.0 23.9 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 74.0 24.0 44.0 39.0 Max Q Clear Time(g_c+I1),s 4.0 3.3 3.8 15.4 Green Ext Time(p-c),s 0.6 0.1 0.4 2.5 Intersection Summary HCM 6th Ctrl Delay 14.6 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 02/08/2022 Page 9 HCM 6th AWSC Cole Valley Christian School TIS 5: Mcdermott Road & McMillan Road Existing 2021 PM School Peak Hour Intersection Intersection Delay,s/veh11.5 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 48 222 6 16 137 47 12 30 12 5 20 6 Future Vol,veh/h 48 222 6 16 137 47 12 30 12 5 20 6 Peak Hour Factor 0.63 0.63 0.63 0.82 0.82 0.82 0.61 0.61 0.61 0.65 0.65 0.65 Heavy Vehicles, % 0 0 0 0 1 0 0 0 0 20 5 0 Mvmt Flow 76 352 10 20 167 57 20 49 20 8 31 9 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SIB Opposing Approach WB EB SIB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SIB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 13.2 9.8 9.3 9.4 HCM LOS B A A A Lane NBLn1 EBLnlWBLnl SBLn1 Vol Left, % 22% 17% 8% 16% Vol Thru,% 56% 80% 69% 65% Vol Right, % 22% 2% 23% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 54 276 200 31 LT Vol 12 48 16 5 Through Vol 30 222 137 20 RT Vol 12 6 47 6 Lane Flow Rate 89 438 244 48 Geometry Grp 1 1 1 1 Degree of Util(X) 0.133 0.556 0.314 0.077 Departure Headway(Hd) 5.412 4.569 4.638 5.832 Convergence,Y/N Yes Yes Yes Yes Cap 656 784 771 608 Service Time 3.501 2.62 2.698 3.929 HCM Lane V/C Ratio 0.136 0.559 0.316 0.079 HCM Control Delay 9.3 13.2 9.8 9.4 HCM Lane LOS A B A A HCM 95th-tile Q 0.5 3.5 1.3 0.2 Kittelson&Associates Synchro 11 Report 02/08/2022 Page 10 MOVEMENT SUMMARY Site: 6 [Rustic Oak/ McMillan] Existing 2021 PM Roundabout Movement Performance-Vehicles Mov OD Demand Flows Deg. Average Level of 95%Back of Queue Prop. Effective Average ID Mov Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Speed South: Rustic Oak Way 3 L2 9 0.0 0.067 4.7 LOS A 0.3 6.8 0.49 0.39 35.0 8 T1 10 0.0 0.067 4.7 LOS A 0.3 6.8 0.49 0.39 34.9 18 R2 40 0.0 0.067 4.7 LOS A 0.3 6.8 0.49 0.39 33.9 Approach 59 0.0 0.067 4.7 LOS A 0.3 6.8 0.49 0.39 34.2 East: McMillan Road 1 L2 34 0.0 0.234 4.8 LOS A 1.2 31.2 0.18 0.07 35.2 6 T1 233 1.0 0.234 4.8 LOS A 1.2 31.2 0.18 0.07 35.1 16 R2 39 3.0 0.234 4.8 LOS A 1.2 31.2 0.18 0.07 34.0 Approach 305 1.1 0.234 4.8 LOS A 1.2 31.2 0.18 0.07 34.9 North: Rustic Oak Way 7 L2 33 0.0 0.061 4.0 LOS A 0.3 6.5 0.40 0.26 34.3 4 T1 5 0.0 0.061 4.0 LOS A 0.3 6.5 0.40 0.26 34.2 14 R2 26 0.0 0.061 4.0 LOS A 0.3 6.5 0.40 0.26 33.3 Approach 64 0.0 0.061 4.0 LOS A 0.3 6.5 0.40 0.26 33.9 West: McMillan Road 5 L2 22 15.0 0.328 5.8 LOS A 1.9 48.7 0.26 0.12 34.3 2 T1 383 0.0 0.328 5.8 LOS A 1.9 48.7 0.26 0.12 34.7 12 R2 12 0.0 0.328 5.8 LOS A 1.9 48.7 0.26 0.12 33.7 Approach 417 0.8 0.328 5.8 LOS A 1.9 48.7 0.26 0.12 34.7 All Vehicles 844 0.8 0.328 5.2 LOS A 1.9 48.7 0.26 0.13 34.7 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 7.0 1 Copyright©2000-2017 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Friday,January 21,2022 5:21:22 PM Project: H:\26\26392-Cole Valley Christian School\sidra\26392_ExistingPM_RusticOak-McMillan.sip7 HCM 6th AWSC Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Existing 2021 PM School Peak Hour Intersection Intersection Delay,s/veh41.3 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 46 143 27 85 184 94 27 225 62 43 251 49 Future Vol,veh/h 46 143 27 85 184 94 27 225 62 43 251 49 Peak Hour Factor 0.78 0.78 0.78 0.89 0.89 0.89 0.92 0.92 0.92 0.87 0.87 0.87 Heavy Vehicles, % 0 1 0 0 1 0 4 5 0 0 7 0 Mvmt Flow 59 183 35 96 207 106 29 245 67 49 289 56 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SIB Opposing Approach WB EB SIB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SIB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 26.9 50.2 35.6 47.1 HCM LOS D F E E Lane NBLn1 EBLnlWBLnl SBLn1 Vol Left, % 9% 21% 23% 13% Vol Thru,% 72% 66% 51% 73% Vol Right, % 20% 12% 26% 14% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 314 216 363 343 LT Vol 27 46 85 43 Through Vol 225 143 184 251 RT Vol 62 27 94 49 Lane Flow Rate 341 277 408 394 Geometry Grp 1 1 1 1 Degree of Util(X) 0.784 0.659 0.902 0.881 Departure Headway(Hd) 8.271 8.572 7.965 8.045 Convergence,Y/N Yes Yes Yes Yes Cap 437 421 453 449 Service Time 6.35 6.655 6.037 6.119 HCM Lane V/C Ratio 0.78 0.658 0.901 0.878 HCM Control Delay 35.6 26.9 50.2 47.1 HCM Lane LOS E D F E HCM 95th-tile Q 6.9 4.6 9.9 9.2 Kittelson&Associates Synchro 11 Report 02/08/2022 Page 11 Queues Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Existing 2021 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 85 190 94 179 352 147 267 826 182 215 697 70 v/c Ratio 0.30 0.50 0.22 0.44 0.68 0.28 0.74 0.78 0.32 0.69 0.66 0.13 Control Delay 23.2 39.4 5.6 24.3 40.9 11.0 30.3 37.1 13.3 29.6 33.4 1.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.2 39.4 5.6 24.3 40.9 11.0 30.3 37.1 13.3 29.6 33.4 1.8 Queue Length 50th(ft) 36 110 0 80 214 16 96 250 31 75 203 0 Queue Length 95th(ft) 68 184 28 133 333 67 #210 377 95 #165 305 9 Internal Link Dist(ft) 5200 1590 5209 816 Turn Bay Length(ft) 115 100 100 115 185 85 295 100 Base Capacity(vph) 422 578 573 453 597 584 405 1257 644 369 1269 650 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.33 0.16 0.40 0.59 0.25 0.66 0.66 0.28 0.58 0.55 0.11 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 12 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Existing 2021 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(vph) 76 169 84 161 317 132 240 743 164 213 690 69 Future Volume(vph) 76 169 84 161 317 132 240 743 164 213 690 69 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1710 1782 1530 1710 1800 1530 1710 3320 1515 1710 3353 1530 Flt Permitted 0.39 1.00 1.00 0.43 1.00 1.00 0.23 1.00 1.00 0.17 1.00 1.00 Satd. Flow(perm) 697 1782 1530 777 1800 1530 411 3320 1515 297 3353 1530 Peak-hour factor, PHF 0.89 0.89 0.89 0.90 0.90 0.90 0.90 0.90 0.90 0.99 0.99 0.99 Adj. Flow(vph) 85 190 94 179 352 147 267 826 182 215 697 70 RTOR Reduction(vph) 0 0 72 0 0 82 0 0 78 0 0 48 Lane Group Flow(vph) 85 190 22 179 352 65 267 826 104 215 697 22 Heavy Vehicles(%) 0% 1% 0% 0% 0% 0% 0% 3% 1% 0% 2% 0% Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 2 8 8 4 4 Actuated Green,G(s) 28.6 22.3 22.3 38.9 27.6 27.6 43.7 30.8 30.8 42.7 30.3 30.3 Effective Green, g(s) 28.6 22.3 22.3 38.9 27.6 27.6 43.7 30.8 30.8 42.7 30.3 30.3 Actuated g/C Ratio 0.29 0.23 0.23 0.40 0.28 0.28 0.45 0.32 0.32 0.44 0.31 0.31 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 271 409 351 422 511 434 357 1053 480 311 1046 477 v/s Ratio Prot 0.02 0.11 c0.05 c0.20 c0.10 c0.25 0.09 0.21 v/s Ratio Perm 0.07 0.01 0.12 0.04 0.24 0.07 0.22 0.01 v/c Ratio 0.31 0.46 0.06 0.42 0.69 0.15 0.75 0.78 0.22 0.69 0.67 0.05 Uniform Delay,d1 25.7 32.3 29.2 20.0 30.9 26.0 18.7 30.1 24.3 19.4 29.0 23.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.2 1.1 0.1 0.3 4.2 0.2 7.3 4.1 0.3 5.3 1.8 0.1 Delay(s) 25.9 33.4 29.3 20.2 35.1 26.2 26.0 34.3 24.6 24.6 30.8 23.4 Level of Service C C C C D C C C C C C C Approach Delay(s) 30.6 29.2 31.2 28.9 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 30.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length(s) 97.1 Sum of lost time(s) 20.0 Intersection Capacity Utilization 72.9% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 13 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Existing 2021 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(veh/h) 76 169 84 161 317 132 240 743 164 213 690 69 Future Volume(veh/h) 76 169 84 161 317 132 240 743 164 213 690 69 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1800 1800 1800 1800 1800 1758 1786 1800 1772 1800 Adj Flow Rate,veh/h 85 190 94 179 352 147 267 826 182 215 697 70 Peak Hour Factor 0.89 0.89 0.89 0.90 0.90 0.90 0.90 0.90 0.90 0.99 0.99 0.99 Percent Heavy Veh,% 0 1 0 0 0 0 0 3 1 0 2 0 Cap,vehlh 244 353 301 384 445 377 410 1122 508 345 1061 481 Arrive On Green 0.05 0.20 0.20 0.10 0.25 0.25 0.13 0.34 0.34 0.11 0.32 0.32 Sat Flow,vehlh 1714 1786 1525 1714 1800 1525 1714 3340 1514 1714 3367 1525 Grp Volume(v),veh/h 85 190 94 179 352 147 267 826 182 215 697 70 Grp Sat Flow(s),vehlh/In 1714 1786 1525 1714 1800 1525 1714 1670 1514 1714 1683 1525 Q Serve(g_s),s 3.1 7.6 4.2 6.3 14.5 6.3 8.1 17.3 7.2 6.5 14.1 2.6 Cycle Q Clear(g_c),s 3.1 7.6 4.2 6.3 14.5 6.3 8.1 17.3 7.2 6.5 14.1 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 244 353 301 384 445 377 410 1122 508 345 1061 481 V/C Ratio(X) 0.35 0.54 0.31 0.47 0.79 0.39 0.65 0.74 0.36 0.62 0.66 0.15 Avail Cap(c_a),vehlh 475 677 579 530 683 579 513 1478 670 483 1490 675 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 24.0 28.5 27.1 21.3 27.8 24.8 16.5 23.2 19.8 17.5 23.4 19.4 Incr Delay(d2),s/veh 0.3 1.8 0.8 0.3 4.8 0.9 1.0 1.7 0.6 0.7 1.0 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(50%),veh/In 1.2 3.3 1.5 2.5 6.6 2.2 2.9 6.4 2.4 2.3 5.3 0.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 24.3 30.3 28.0 21.6 32.6 25.7 17.4 24.9 20.4 18.2 24.4 19.6 LnGrp LOS C C C C C C B C C B C B Approach Vol,vehlh 369 678 1275 982 Approach Delay,s/veh 28.3 28.2 22.7 22.7 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.3 24.6 15.3 29.9 13.3 20.6 13.6 31.6 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 15.0 30.0 15.0 35.0 15.0 30.0 15.0 35.0 Max Q Clear Time(g_c+I1),s 5.1 16.5 10.1 16.1 8.3 9.6 8.5 19.3 Green Ext Time(p-c),s 0.1 3.1 0.2 6.3 0.1 1.9 0.2 7.3 Intersection Summary HCM 6th Ctrl Delay 24.5 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 14 Queues Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Existing 2021 PM School Peak Hour t Lane Group EBL EBT WBL WBT NBT SBT Lane Group Flow(vph) 20 550 15 241 99 68 v/c Ratio 0.03 0.52 0.03 0.23 0.35 0.22 Control Delay 5.8 9.2 5.9 6.5 17.5 14.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 5.8 9.2 5.9 6.5 17.5 14.9 Queue Length 50th(ft) 2 74 1 26 15 10 Queue Length 95th(ft) 8 116 8 62 55 29 Internal Link Dist(ft) 2550 5184 1239 5192 Turn Bay Length(ft) 150 150 Base Capacity(vph) 1028 1657 694 1658 896 975 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.33 0.02 0.15 0.11 0.07 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 15 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Existing 2021 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 14 341 50 13 197 13 33 44 16 4 34 9 Future Volume(vph) 14 341 50 13 197 13 33 44 16 4 34 9 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 7.0 7.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.99 0.98 0.97 Flt Protected 0.95 1.00 0.95 1.00 0.98 1.00 Satd. Flow(prot) 1710 1766 1710 1767 1728 1709 Flt Permitted 0.61 1.00 0.41 1.00 0.86 0.96 Satd. Flow(perm) 1096 1766 740 1767 1504 1640 Peak-hour factor, PHF 0.71 0.71 0.71 0.87 0.87 0.87 0.93 0.93 0.93 0.69 0.69 0.69 Adj. Flow(vph) 20 480 70 15 226 15 35 47 17 6 49 13 RTOR Reduction(vph) 0 7 0 0 3 0 0 12 0 0 11 0 Lane Group Flow(vph) 20 543 0 15 238 0 0 87 0 0 57 0 Heavy Vehicles(%) 0% 0% 0% 0% 1% 0% 0% 0% 0% 0% 3% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6 2 8 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 22.4 22.4 22.4 22.4 5.9 5.9 Effective Green, g(s) 22.4 22.4 22.4 22.4 5.9 5.9 Actuated g/C Ratio 0.54 0.54 0.54 0.54 0.14 0.14 Clearance Time(s) 6.0 6.0 6.0 6.0 7.0 7.0 Vehicle Extension(s) 3.5 3.5 3.5 3.5 2.0 2.0 Lane Grp Cap(vph) 594 957 401 958 214 234 v/s Ratio Prot c0.31 0.13 v/s Ratio Perm 0.02 0.02 c0.06 0.03 v/c Ratio 0.03 0.57 0.04 0.25 0.41 0.24 Uniform Delay,d1 4.4 6.2 4.4 5.0 16.1 15.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.8 0.0 0.2 0.5 0.2 Delay(s) 4.4 7.1 4.5 5.2 16.6 15.9 Level of Service A A A A B B Approach Delay(s) 7.0 5.1 16.6 15.9 Approach LOS A A B B Intersection Summary HCM 2000 Control Delay 8.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length(s) 41.3 Sum of lost time(s) 13.0 Intersection Capacity Utilization 45.0% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 16 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Existing 2021 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 14 341 50 13 197 13 33 44 16 4 34 9 Future Volume(veh/h) 14 341 50 13 197 13 33 44 16 4 34 9 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1786 1800 1800 1800 1800 1800 1758 1800 Adj Flow Rate,veh/h 20 480 70 15 226 15 35 47 17 6 49 13 Peak Hour Factor 0.71 0.71 0.71 0.87 0.87 0.87 0.93 0.93 0.93 0.69 0.69 0.69 Percent Heavy Veh,% 0 0 0 0 1 0 0 0 0 0 3 0 Cap,vehlh 658 695 101 412 749 50 219 106 35 140 156 40 Arrive On Green 0.45 0.45 0.45 0.45 0.45 0.45 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow,vehlh 1157 1536 224 871 1656 110 488 860 279 96 1262 321 Grp Volume(v),veh/h 20 0 550 15 0 241 99 0 0 68 0 0 Grp Sat Flow(s),vehlh/In 1157 0 1760 871 0 1766 1627 0 0 1678 0 0 Q Serve(g_s),s 0.3 0.0 7.6 0.4 0.0 2.7 0.5 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c),s 3.0 0.0 7.6 8.1 0.0 2.7 1.7 0.0 0.0 1.1 0.0 0.0 Prop In Lane 1.00 0.13 1.00 0.06 0.35 0.17 0.09 0.19 Lane Grp Cap(c),veh/h 658 0 796 412 0 799 360 0 0 335 0 0 V/C Ratio(X) 0.03 0.00 0.69 0.04 0.00 0.30 0.27 0.00 0.00 0.20 0.00 0.00 Avail Cap(c_a),vehlh 1606 0 2237 1126 0 2246 1345 0 0 1371 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 6.3 0.0 6.7 9.9 0.0 5.3 12.5 0.0 0.0 12.3 0.0 0.0 Incr Delay(d2),s/veh 0.0 0.0 1.3 0.0 0.0 0.3 0.2 0.0 0.0 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(50%),veh/In 0.0 0.0 1.0 0.1 0.0 0.3 0.4 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 6.3 0.0 8.0 9.9 0.0 5.6 12.6 0.0 0.0 12.4 0.0 0.0 LnGrp LOS A A A A A A B A A B A A Approach Vol,vehlh 570 256 99 68 Approach Delay,s/veh 7.9 5.8 12.6 12.4 Approach LOS A A B B Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 19.9 10.8 19.9 10.8 Change Period(Y+Rc),s 6.0 7.0 6.0 7.0 Max Green Setting(Gmax),s 39.0 23.0 39.0 23.0 Max Q Clear Time(g_c+I1),s 10.1 3.1 9.6 3.7 Green Ext Time(p-c),s 1.6 0.1 4.2 0.2 Intersection Summary HCM 6th Ctrl Delay 8.2 HCM 6th LOS A Kittelson&Associates Synchro 11 Report 02/08/2022 Page 17 Queues Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road II Existing 2021 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 26 289 104 382 31 399 58 328 v/c Ratio 0.09 0.67 0.29 0.62 0.09 0.76 0.20 0.56 Control Delay 20.3 41.8 21.8 34.4 17.2 39.7 18.0 30.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.3 41.8 21.8 34.4 17.2 39.7 18.0 30.0 Queue Length 50th(ft) 9 155 38 206 10 210 19 162 Queue Length 95th(ft) 27 256 81 339 31 387 51 307 Internal Link Dist(ft) 5184 5184 1203 5198 Turn Bay Length(ft) 75 75 75 75 Base Capacity(vph) 528 899 494 891 549 856 482 853 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.32 0.21 0.43 0.06 0.47 0.12 0.38 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 18 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Existing 2021 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 21 207 24 86 262 55 28 263 92 53 274 28 Future Volume(vph) 21 207 24 86 262 55 28 263 92 53 274 28 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.97 1.00 0.96 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1653 1713 1653 1695 1653 1624 1653 1614 Flt Permitted 0.44 1.00 0.34 1.00 0.46 1.00 0.29 1.00 Satd. Flow(perm) 768 1713 599 1695 803 1624 496 1614 Peak-hour factor, PHF 0.80 0.80 0.80 0.83 0.83 0.83 0.89 0.89 0.89 0.92 0.92 0.92 Adj. Flow(vph) 26 259 30 104 316 66 31 296 103 58 298 30 RTOR Reduction(vph) 0 3 0 0 5 0 0 8 0 0 2 0 Lane Group Flow(vph) 26 286 0 104 377 0 31 391 0 58 326 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 4% 0% 0% 7% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G(s) 30.0 26.9 42.5 33.4 34.2 31.1 39.4 33.7 Effective Green,g(s) 30.0 26.9 42.5 33.4 34.2 31.1 39.4 33.7 Actuated g/C Ratio 0.31 0.28 0.44 0.34 0.35 0.32 0.40 0.35 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 264 473 365 581 309 519 268 559 v/s Ratio Prot 0.00 0.17 c0.03 c0.22 0.00 c0.24 c0.01 c0.20 v/s Ratio Perm 0.03 0.10 0.03 0.07 v/c Ratio 0.10 0.60 0.28 0.65 0.10 0.75 0.22 0.58 Uniform Delay,d1 23.8 30.6 17.5 27.0 21.0 29.7 19.2 26.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 2.2 0.2 2.5 0.1 6.1 0.1 1.6 Delay(s) 23.8 32.8 17.7 29.5 21.1 35.8 19.3 27.6 Level of Service C C B C C D B C Approach Delay(s) 32.0 27.0 34.7 26.4 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 29.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length(s) 97.3 Sum of lost time(s) 24.0 Intersection Capacity Utilization 66.9% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 19 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Existing 2021 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 21 207 24 86 262 55 28 263 92 53 274 28 Future Volume(veh/h) 21 207 24 86 262 55 28 263 92 53 274 28 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1744 1800 1800 1702 1800 Adj Flow Rate,veh/h 26 259 30 104 316 66 31 296 103 58 298 30 Peak Hour Factor 0.80 0.80 0.80 0.83 0.83 0.83 0.89 0.89 0.89 0.92 0.92 0.92 Percent Heavy Veh,% 0 0 0 0 0 0 0 4 0 0 7 0 Cap,vehlh 223 367 42 312 388 81 312 358 125 260 466 47 Arrive On Green 0.03 0.23 0.23 0.07 0.27 0.27 0.03 0.29 0.29 0.05 0.31 0.31 Sat Flow,vehlh 1714 1584 183 1714 1444 302 1714 1236 430 1714 1521 153 Grp Volume(v),veh/h 26 0 289 104 0 382 31 0 399 58 0 328 Grp Sat Flow(s),vehlh/In 1714 0 1767 1714 0 1746 1714 0 1666 1714 0 1674 Q Serve(g_s),s 0.8 0.0 9.9 3.0 0.0 13.5 0.8 0.0 14.8 1.5 0.0 11.2 Cycle Q Clear(g_c),s 0.8 0.0 9.9 3.0 0.0 13.5 0.8 0.0 14.8 1.5 0.0 11.2 Prop In Lane 1.00 0.10 1.00 0.17 1.00 0.26 1.00 0.09 Lane Grp Cap(c),veh/h 223 0 409 312 0 469 312 0 482 260 0 513 V/C Ratio(X) 0.12 0.00 0.71 0.33 0.00 0.82 0.10 0.00 0.83 0.22 0.00 0.64 Avail Cap(c_a),vehlh 667 0 1178 693 0 1164 749 0 1111 669 0 1116 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 19.3 0.0 23.3 18.2 0.0 22.6 16.2 0.0 21.9 16.7 0.0 19.7 Incr Delay(d2),s/veh 0.1 0.0 2.2 0.2 0.0 3.5 0.1 0.0 3.7 0.2 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.3 0.0 3.9 1.0 0.0 5.3 0.3 0.0 5.5 0.5 0.0 3.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 19.4 0.0 25.5 18.4 0.0 26.1 16.3 0.0 25.6 16.8 0.0 21.1 LnGrp LOS B A C B A C B A C B A C Approach Vol,vehlh 315 486 430 386 Approach Delay,s/veh 25.0 24.5 24.9 20.4 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 7.9 23.7 8.2 26.2 10.3 21.3 9.3 25.1 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 2.8 15.5 2.8 13.2 5.0 11.9 3.5 16.8 Green Ext Time(p-c),s 0.0 2.2 0.0 1.8 0.1 1.6 0.0 2.3 Intersection Summary HCM 6th Ctrl Delay 23.7 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 20 Appendix D Year 2021 Mitigated Existing Traffic Operations Worksheets MOVEMENT SUMMARY Site: 7 [Black Cat/ McMillan] Existing 2021 AM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average A16 - Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Black Cat 3 L2 29 0.0 0.318 7.0 LOS A 1.4 37.1 0.53 0.46 0.53 34.0 8 T1 264 4.0 0.318 7.1 LOS A 1.4 37.1 0.53 0.46 0.53 33.8 18 R2 73 2.0 0.318 4.7 LOS A 1.4 37.1 0.45 0.34 0.45 34.1 Approach 366 3.3 0.318 6.6 LOS A 1.4 37.1 0.51 0.44 0.51 33.9 East: McMillan Road 1 L2 35 4.0 0.388 8.4 LOS A 2.1 52.0 0.60 0.53 0.60 33.3 6 T1 283 0.0 0.388 8.2 LOS A 2.1 52.0 0.60 0.53 0.60 33.3 16 R2 44 3.0 0.388 8.3 LOS A 2.1 52.0 0.60 0.53 0.60 32.4 Approach 361 0.7 0.388 8.2 LOS A 2.1 52.0 0.60 0.53 0.60 33.2 North: Black Cat 7 L2 46 0.0 0.352 7.1 LOS A 1.7 43.7 0.52 0.44 0.52 33.9 4 T1 253 1.0 0.352 7.2 LOS A 1.7 43.7 0.52 0.44 0.52 33.7 14 R2 136 0.0 0.352 5.5 LOS A 1.7 43.7 0.46 0.36 0.46 33.6 Approach 434 0.6 0.352 6.6 LOS A 1.7 43.7 0.50 0.42 0.50 33.7 West: McMillan Road 5 L2 75 0.0 0.387 7.9 LOS A 2.1 53.2 0.58 0.49 0.58 33.3 2 T1 274 0.0 0.387 7.9 LOS A 2.1 53.2 0.58 0.49 0.58 33.2 12 R2 30 0.0 0.387 7.9 LOS A 2.1 53.2 0.58 0.49 0.58 32.3 Approach 379 0.0 0.387 7.9 LOS A 2.1 53.2 0.58 0.49 0.58 33.2 All Vehicles 1541 1.1 0.388 7.3 LOS A 2.1 53.2 0.54 0.47 0.54 33.5 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 1 Copyright©2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Tuesday,February 8,2022 3:26:27 PM Project: H:\26\26392-Cole Valley Christian School\sidra\mitigated\Black Cat&McMillan\26392_ExistingAM_B lack Cat-McMillan_roundabout.sip8 MOVEMENT SUMMARY Site: 7 [Black Cat/ McMillan] Existing 2021 PM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average A16 - Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Black Cat 3 L2 29 4.0 0.272 6.1 LOS A 1.2 31.4 0.45 0.34 0.45 34.4 8 T1 245 5.0 0.272 6.1 LOS A 1.2 31.4 0.45 0.34 0.45 34.3 18 R2 67 0.0 0.272 4.0 LOS A 1.2 31.4 0.38 0.26 0.38 34.5 Approach 341 3.9 0.272 5.7 LOS A 1.2 31.4 0.43 0.33 0.43 34.3 East: McMillan Road 1 L2 96 0.0 0.423 8.5 LOS A 2.4 59.7 0.60 0.52 0.60 32.9 6 T1 207 1.0 0.423 8.6 LOS A 2.4 59.7 0.60 0.52 0.60 32.8 16 R2 106 0.0 0.423 8.5 LOS A 2.4 59.7 0.60 0.52 0.60 31.9 Approach 408 0.5 0.423 8.6 LOS A 2.4 59.7 0.60 0.52 0.60 32.6 North: Black Cat 7 L2 49 0.0 0.342 7.0 LOS A 1.6 41.2 0.50 0.42 0.50 33.8 4 T1 289 7.0 0.342 7.3 LOS A 1.6 41.2 0.50 0.42 0.50 33.6 14 R2 56 0.0 0.054 3.9 LOS A 0.2 5.2 0.40 0.27 0.40 34.6 Approach 394 5.1 0.342 6.8 LOS A 1.6 41.2 0.49 0.40 0.49 33.7 West: McMillan Road 5 L2 59 0.0 0.321 7.7 LOS A 1.6 39.2 0.60 0.55 0.60 33.4 2 T1 183 1.0 0.321 7.7 LOS A 1.6 39.2 0.60 0.55 0.60 33.2 12 R2 35 0.0 0.321 7.7 LOS A 1.6 39.2 0.60 0.55 0.60 32.3 Approach 277 0.7 0.321 7.7 LOS A 1.6 39.2 0.60 0.55 0.60 33.2 All Vehicles 1420 2.6 0.423 7.2 LOS A 2.4 59.7 0.53 0.45 0.53 33.4 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 1 Copyright©2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Tuesday,February 8,2022 3:31:50 PM Project: H:\26\26392-Cole Valley Christian School\sidra\mitigated\Black Cat&McMillan\26392_ExistingPM_Black Cat-McMillan_roundabout.sip8 KITTELSON&ASSOCIATES,INC. Analysis Traffic Volumes 610 SW Alder,Suite 700 Hour Major Street Minor Street A Portland,Oregon 97205 Begin End EB WB NB SB \ (503)228-5230 12:00 AM 1:00 AM 1 6 9 2 1:00 AM 0 3 3 3 2:00 AM 0 5 3 3 Project#: 26392 3:00 AM 2 1 2 2 Project Name: Cole Valley Christian School 4:00 AM 4 6 12 6 Analyst: Kittelson&Associates 5:00 AM 10 22 25 43 Date: 3/1/2022 6:00 AM 48 58 95 101 File: H:\26\26392-Cole Valley Christian School\excel\signal 7:00 AM 265 199 269 274 warrants\old_Black Cat&McMillan\[Signal- Warrants BlackCat McMillan Existine.xlsmlData Inout 8:00 AM 110 149 241 263 Intersection: Black Cat/McMillan 9:00AM 75 161 179 240 Scenario: Year 2021 Existing 10:00 AM 105 153 146 170 11:00 AM 63 233 175 192 12:00 PM 48 208 219 215 1:00 PM 61 222 210 202 Warrant Summary 2:00 PM 216 252 245 231 Warrant Name Analyzed? Met? 3:00 PM 165 309 294 270 #1 Eight-Hour Vehicular Volume Yes No 4:00 PM 105 340 314 355 #2 Four-Hour Vehicular volume Yes Yes 5:00PM 83 363 266 343 #3 Peak Hour Yes Yes 6:00 PM 58 237 173 193 #4 Pedestrian Volume No - 7:00 PM 36 204 121 107 #5 School Crossing No - 8:00 PM 174 133 90 66 #6 Coordinated Signal System No - 9:00 PM 34 93 58 57 #7 Crash Experience No - 10:00 PM 5 51 43 27 #8 Roadway Network No - 11:00 PM 2 25 30 14 #9 Intersection Near a Grade Crossing No - Input Parameters Volume Adjustment Factor= 1.0 Warrant#1-Eight Hour North-South Approach= Minor Hours That Condition for Warrant Major Street Minor Street Signal Warrant East-West Approach= Major Condition Condition Is Warrant Factor Factor Requirement Requirement Met Met? Met? Major Street Thru Lanes= 1 Minor Street Thru Lanes= 1 A 500 150 0 No 100% No Speed>40 mph? Yes B 750 75 0 No Population<10,000? Yes 80% A 400 120 5 No No Warrant Factor 70% B 600 60 0 No Peak Hour or Daily Count? Daily 70% A 350 105 5 No No B 525 53 0 No 56% A 280 84 9 Yes yes B 420 42 5 No Warrant#2-Four Hour -2 Major/2Minor Warrant#3-Peak Hour —2 Major/2 Minor -2 Major/1 Minor =2 Major/1 Minor 70%Warrant Factor -1 Major/2 Minor 70%Warrant Factor �1Major/2Minor 400 _1 Major/1 Minor Soo -1 Major/1 Minor X Traffic Volumes X Traffic Volumes 400 300 a W a 0 300 O c 200 w s m = 200 x X 100 100 f I 0 0 0 500 1000 1500 2000 2500 3000 0 500 1000 1500 2000 2500 3000 Combined Major Street Combined Major Street Queues Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road II Existing 2021 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 75 304 35 327 29 337 46 389 v/c Ratio 0.21 0.46 0.10 0.49 0.06 0.39 0.09 0.44 Control Delay 10.0 10.8 8.7 11.1 8.2 9.2 8.4 9.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.0 10.8 8.7 11.1 8.2 9.2 8.4 9.0 Queue Length 50th(ft) 8 34 4 36 3 35 5 37 Queue Length 95th(ft) 27 78 15 82 15 95 18 89 Internal Link Dist(ft) 2621 5200 5198 5193 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 603 1126 622 1118 585 1076 634 1097 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.12 0.27 0.06 0.29 0.05 0.31 0.07 0.35 Intersection Summary Kittelson&Associates Synchro 11 Report 03/30/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Existing 2021 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 57 208 23 26 212 33 24 219 61 35 192 103 Future Volume(vph) 57 208 23 26 212 33 24 219 61 35 192 103 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 1.00 0.97 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1773 1644 1757 1710 1682 1710 1695 Flt Permitted 0.53 1.00 0.57 1.00 0.51 1.00 0.56 1.00 Satd. Flow(perm) 954 1773 985 1757 927 1682 1004 1695 Peak-hour factor, PHF 0.76 0.76 0.76 0.75 0.75 0.75 0.83 0.83 0.83 0.76 0.76 0.76 Adj. Flow(vph) 75 274 30 35 283 44 29 264 73 46 253 136 RTOR Reduction(vph) 0 11 0 0 15 0 0 21 0 0 41 0 Lane Group Flow(vph) 75 293 0 35 312 0 29 316 0 46 348 0 Heavy Vehicles(%) 0% 0% 0% 4% 0% 3% 0% 4% 2% 0% 1% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green,G(s) 8.9 8.9 8.9 8.9 13.6 13.6 13.6 13.6 Effective Green, g(s) 8.9 8.9 8.9 8.9 13.6 13.6 13.6 13.6 Actuated g/C Ratio 0.28 0.28 0.28 0.28 0.43 0.43 0.43 0.43 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 269 500 278 496 400 726 433 731 v/s Ratio Prot 0.17 c0.18 0.19 c0.21 v/s Ratio Perm 0.08 0.04 0.03 0.05 v/c Ratio 0.28 0.59 0.13 0.63 0.07 0.44 0.11 0.48 Uniform Delay,d1 8.8 9.7 8.4 9.9 5.3 6.3 5.3 6.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.6 1.8 0.2 2.5 0.1 0.4 0.1 0.5 Delay(s) 9.4 11.5 8.6 12.4 5.3 6.7 5.4 6.9 Level of Service A B A B A A A A Approach Delay(s) 11.1 12.0 6.6 6.7 Approach LOS B B A A Intersection Summary HCM 2000 Control Delay 9.0 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length(s) 31.5 Sum of lost time(s) 9.0 Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/30/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Existing 2021 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 57 208 23 26 212 33 24 219 61 35 192 103 Future Volume(veh/h) 57 208 23 26 212 33 24 219 61 35 192 103 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1744 1800 1758 1800 1744 1772 1800 1786 1800 Adj Flow Rate,veh/h 75 274 30 35 283 44 29 264 73 46 253 136 Peak Hour Factor 0.76 0.76 0.76 0.75 0.75 0.75 0.83 0.83 0.83 0.76 0.76 0.76 Percent Heavy Veh,% 0 0 0 4 0 3 0 4 2 0 1 0 Cap,vehlh 452 530 58 465 506 79 406 451 125 448 375 201 Arrive On Green 0.33 0.33 0.33 0.33 0.33 0.33 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow,vehlh 1070 1594 175 1058 1521 236 1010 1315 364 1060 1093 587 Grp Volume(v),veh/h 75 0 304 35 0 327 29 0 337 46 0 389 Grp Sat Flow(s),vehlh/In 1070 0 1769 1058 0 1757 1010 0 1678 1060 0 1680 Q Serve(g_s),s 1.7 0.0 3.8 0.8 0.0 4.2 0.7 0.0 4.6 1.0 0.0 5.5 Cycle Q Clear(g_c),s 5.9 0.0 3.8 4.6 0.0 4.2 6.2 0.0 4.6 5.6 0.0 5.5 Prop In Lane 1.00 0.10 1.00 0.13 1.00 0.22 1.00 0.35 Lane Grp Cap(c),veh/h 452 0 589 465 0 585 406 0 575 448 0 576 V/C Ratio(X) 0.17 0.00 0.52 0.08 0.00 0.56 0.07 0.00 0.59 0.10 0.00 0.68 Avail Cap(c_a),vehlh 790 0 1147 799 0 1140 715 0 1089 772 0 1090 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 10.0 0.0 7.5 9.3 0.0 7.6 10.4 0.0 7.5 9.8 0.0 7.8 Incr Delay(d2),s/veh 0.2 0.0 0.7 0.1 0.0 0.8 0.1 0.0 1.0 0.1 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.2 0.0 0.6 0.1 0.0 0.7 0.1 0.0 0.7 0.1 0.0 0.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 10.2 0.0 8.2 9.4 0.0 8.4 10.5 0.0 8.4 9.9 0.0 9.2 LnGrp LOS B A A A A A B A A A A A Approach Vol,vehlh 379 362 366 435 Approach Delay,s/veh 8.6 8.5 8.6 9.3 Approach LOS A A A A Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 14.0 13.7 14.0 13.7 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 18.0 18.0 18.0 18.0 Max Q Clear Time(g_c+I1),s 8.2 7.9 7.6 6.6 Green Ext Time(p-c),s 1.3 1.3 1.7 1.4 Intersection Summary HCM 6th Ctrl Delay 8.8 HCM 6th LOS A Kittelson&Associates Synchro 11 Report 03/30/2022 Page 3 Queues Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road II Existing 2021 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 59 218 96 313 29 312 49 345 v/c Ratio 0.18 0.38 0.27 0.53 0.08 0.47 0.12 0.53 Control Delay 9.6 9.6 10.5 10.6 8.1 9.9 8.4 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.6 9.6 10.5 10.6 8.1 9.9 8.4 11.2 Queue Length 50th(ft) 6 21 10 28 3 29 5 35 Queue Length 95th(ft) 23 56 39 89 16 97 22 107 Internal Link Dist(ft) 2621 5200 5198 5193 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 597 1025 652 1016 553 991 598 977 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.21 0.15 0.31 0.05 0.31 0.08 0.35 Intersection Summary Kittelson&Associates Synchro 11 Report 03/30/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Existing 2021 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 46 143 27 85 184 94 27 225 62 43 251 49 Future Volume(vph) 46 143 27 85 184 94 27 225 62 43 251 49 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.95 1.00 0.97 1.00 0.98 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1742 1710 1697 1644 1676 1710 1659 Flt Permitted 0.57 1.00 0.62 1.00 0.55 1.00 0.57 1.00 Satd. Flow(perm) 1026 1742 1119 1697 951 1676 1027 1659 Peak-hour factor, PHF 0.78 0.78 0.78 0.89 0.89 0.89 0.92 0.92 0.92 0.87 0.87 0.87 Adj. Flow(vph) 59 183 35 96 207 106 29 245 67 49 289 56 RTOR Reduction(vph) 0 17 0 0 46 0 0 22 0 0 16 0 Lane Group Flow(vph) 59 201 0 96 267 0 29 290 0 49 329 0 Heavy Vehicles(%) 0% 1% 0% 0% 1% 0% 4% 5% 0% 0% 7% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green,G(s) 10.4 10.4 10.4 10.4 12.4 12.4 12.4 12.4 Effective Green, g(s) 10.4 10.4 10.4 10.4 12.4 12.4 12.4 12.4 Actuated g/C Ratio 0.33 0.33 0.33 0.33 0.39 0.39 0.39 0.39 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 335 569 365 554 370 653 400 646 v/s Ratio Prot 0.12 c0.16 0.17 c0.20 v/s Ratio Perm 0.06 0.09 0.03 0.05 v/c Ratio 0.18 0.35 0.26 0.48 0.08 0.44 0.12 0.51 Uniform Delay,d1 7.6 8.1 7.9 8.5 6.1 7.2 6.2 7.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.3 0.4 0.4 0.7 0.1 0.5 0.1 0.6 Delay(s) 7.9 8.5 8.3 9.2 6.2 7.6 6.4 8.0 Level of Service A A A A A A A A Approach Delay(s) 8.4 9.0 7.5 7.8 Approach LOS A A A A Intersection Summary HCM 2000 Control Delay 8.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.50 Actuated Cycle Length(s) 31.8 Sum of lost time(s) 9.0 Intersection Capacity Utilization 56.7% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/30/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Existing 2021 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 46 143 27 85 184 94 27 225 62 43 251 49 Future Volume(veh/h) 46 143 27 85 184 94 27 225 62 43 251 49 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1800 1800 1786 1800 1744 1730 1800 1800 1702 1800 Adj Flow Rate,veh/h 59 183 35 96 207 106 29 245 67 49 289 56 Peak Hour Factor 0.78 0.78 0.78 0.89 0.89 0.89 0.92 0.92 0.92 0.87 0.87 0.87 Percent Heavy Veh,% 0 1 0 0 1 0 4 5 0 0 7 0 Cap,vehlh 456 461 88 540 353 181 439 432 118 473 458 89 Arrive On Green 0.32 0.32 0.32 0.32 0.32 0.32 0.33 0.33 0.33 0.33 0.33 0.33 Sat Flow,vehlh 1083 1457 279 1182 1113 570 1019 1308 358 1084 1385 268 Grp Volume(v),veh/h 59 0 218 96 0 313 29 0 312 49 0 345 Grp Sat Flow(s),vehlh/In 1083 0 1736 1182 0 1683 1019 0 1665 1084 0 1653 Q Serve(g_s),s 1.2 0.0 2.5 1.8 0.0 4.0 0.6 0.0 3.9 1.0 0.0 4.5 Cycle Q Clear(g_c),s 5.2 0.0 2.5 4.3 0.0 4.0 5.1 0.0 3.9 4.9 0.0 4.5 Prop In Lane 1.00 0.16 1.00 0.34 1.00 0.21 1.00 0.16 Lane Grp Cap(c),veh/h 456 0 550 540 0 533 439 0 551 473 0 547 V/C Ratio(X) 0.13 0.00 0.40 0.18 0.00 0.59 0.07 0.00 0.57 0.10 0.00 0.63 Avail Cap(c_a),vehlh 877 0 1224 1000 0 1187 821 0 1175 880 0 1166 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 9.5 0.0 6.8 8.5 0.0 7.3 9.4 0.0 7.0 9.1 0.0 7.2 Incr Delay(d2),s/veh 0.1 0.0 0.5 0.2 0.0 1.0 0.1 0.0 0.9 0.1 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.2 0.0 0.3 0.2 0.0 0.6 0.1 0.0 0.5 0.1 0.0 0.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 9.6 0.0 7.3 8.6 0.0 8.4 9.5 0.0 8.0 9.2 0.0 8.4 LnGrp LOS A A A A A A A A A A A A Approach Vol,vehlh 277 409 341 394 Approach Delay,s/veh 7.8 8.4 8.1 8.5 Approach LOS A A A A Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 12.9 12.6 12.9 12.6 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 18.0 18.0 18.0 18.0 Max Q Clear Time(g_c+I1),s 7.1 7.2 6.9 6.3 Green Ext Time(p-c),s 1.3 0.9 1.5 1.5 Intersection Summary HCM 6th Ctrl Delay 8.2 HCM 6th LOS A Kittelson&Associates Synchro 11 Report 03/30/2022 Page 3 Appendix E Crash Data Total Crashes: 4 Total Fatalities: 0 Total Units: 8 Total Injuries: 6 Total People: 16 BLACK CAT ROAD-MCMILLAN TO CHINDEN Report Criteria: Route ID Measure Listing Report Route ID:02576AOH000 Measure Range:9.454 to 10.453 Counties:ALL,Cities:ALL-In City And Rural, Data From:2020,2019,2018,2017,2016, Sub-Query Filters:IsReportable-='y',Intersection Related-IN('N'), Reportable Accidents Only Accident# Route ID Measure Vehicle Toe Driver Action Lane Direction Unit Travel Direction Most Harmful Event Event Relation to function Event Relation To Road Vehicle Hit At Contributing Circumstance Contributing Cimumstanm2 Contributing Circumstance3 Lane Road Condition Weather Surface Light Fatalities Injuries Day Hour Serial Number AccldentDate fldUnitNbr Severity Work Zone Related Divided State Hi hwa Latitude Longitude SortOrder View Accident Image 1 02576AOHMO 9.9581 SUV/Crossover Going Straight N Rear-End Nonjunction On Roadway Point l Power Unit Following Too Close None None 50 None Clear Dry Day 0 0 Wednesday 1019C528032 9/25/2019 1 Property Dom;Report N N Off Highway 43.65584312 -116.4535669 1 Select 02576AOH000 9.9581 SUV/Crossover Other N Rear-End Non'unction Point 7 Power Unit None None None 50 0 0 19C528032 9/25/2019 2 Property Ding Report N N Offl-figh—y 43.65584312 -116.4535669 2 Select 2 02576AOHMO 10.04902787 Pickup Turning Right Descending S Same Direction Turning At Driveway/Alley/Parking Lot On Roadway Point 2 Power Unit None None Improper Turn 50 None Clear Dry Day 0 1 Thursday 18 18C489570 5/31/2018 1 Blnjury Accident -U N Not in State Highway System 43.65719593 -116.4536061 3 Select 02576AOH000 10.04902787 Pickup Going Straight Descending 5 Same Direction Turning Non'unction Point 11 Power Unit None None None 50 0 0 18C489570 5/31/2018 2 B InjurV Accident -U N Notln State Hi hwa System 43.65719593 -116.4536061 4 Select 3 02576AOHMO 10.19597184 SUV/Crossover Going Straight Ascending N Ditch Nonjunction On Roadway Point 12 Power Unit Inattention None None 50 Ruts/Bumps/Holes Clear Dry Dark,No Street Lights 0 1 Saturday 22 16C423462 3/26/2016 1 Blnjury Accident y N Not nState Highway System 43.65895942 -116.4535368 5 Select 4 02576AOH000 10.43778439 SUV/Crossover Turnin Left Ascendin S Angle TurningNon'unction On RoadwayPoint 12 Power Unit Im ro er Turn None None 50 None Clear D Da 0 4 Friday17 18C495089 8/17/2018 1 Bln'ur Accident N N Not in State Highway System 43.66281589 -116.45357" 6 Select 02576AOHMO 10.43778439 SUV/Crossover Going Straight Ascending N Angle Turning Nonjunction Point 12 Power Unit None None None 50 0 0 18CV95089 8/17/2018 2 B Injury Accident N N Not in State Highway System 43.66281589 -116.4535744 7 Select 02576AOH000 10.43778439 Pickup Going Straight Ascending N Backed Into Non'unction Point 12 Power Unit None None None 50 0 0 18C495089 8/17/2018 3 B Injury Accident N N Not in State Highway System 43.66281589 -116,4535744 8 Select Total Crashes: 15 Total Fatalities: 0 Total Units: 24 Total Injuries: 5 Total People: 26 BLACK CAT-USTICK TO MCMILLAN Report Criteria: Route ID Measure Listing Report Route ID:02576AOHODD Measure Range:8.455 to 9.454 Counties:ALL,Clties:ALL-In City And Rural, Data From:2020,2019,2018,2017,2016, Sub-Query Filters:IsReportable-='Y',I ntersection Related-INI'N'I, Reportable Accidents Only Accident# Route ID Measure V,hicleType Driver Action Lane Direction Unit Travel Direction Most Harmful Evert Event Relation to Junction Event Relation TO Road Vehicle Nit At Cortributfi,g CircumstanceI Contributing Circumstanre2 Contributin Circumstance3 Lane Road Condition Weather Surface Light Fatalities Injuries Da Hour Serial Number AccidentDate fldUnitNbr Send Work Zone Related Dividedofthwy i hw Latitude Longitude SortOrder View Accident Image 1 02576AOHODO 8.5984555 Pickup Going Straight Descending S Overturn Nonjunction Lek Shoulder Point 3 Power Unit Speed Too Fast For Conditions None None 0 None Cloudy Snow Dawn or Dusk 0 2 Thursday 7 IBMII15 Z/23/2038 1 BInjury Accident N N State Highway System 43.63619662 -116.4535839 1 Select 02576AOH000 8.]0433]35 Picku Goin Stri ht Ascendin N Other Fixed Object Nonjunction On Roadwa Point l2 Power Unit Alcohol lm aird Failed too Si nal None 50 Loose Gravel/Seal Coat Clear Mud/dirt/ravel Dark,No StreetU is 0 1 Frida 73 16C420660 2/5/2016 1 Clnu Accident Y N State Hi hwa 5 tem 4363759486 -116.4535798 2 Sal- 3 02576AOH000 9.7439 Car GoingStraight Descending S Rear-End Nonjunction On Roadway Point 12 Power Unit None None Speed Too Fast For Conditions SO None Snow Ice Dark,No Street Lights 0 0 Wednesday 7 19C510241 Z/20/2019 1 Property Dmg Report N N hway 43.6382572 -116.4535659 3 Select 02576AOH000 8,7439 Picku Sto din Trffic Descendin S Rear-End Nonjunction Point 6 Power Unit None None None 50 0 0 19C530241 2/20/2019 2 Pro a Dm Re rt N N hwa 43.6382572 -116.4535658 4 Select 4 02576AOH000 8.748 SUV/Crossover Going Stright Ascending N Rear-End Nonjunction On Roadway Point 12 Power Unit None None Speed Too Fast For Conditions SO None Snow Ice Dark,No Street Lights 0 0 Wednesday 7 19C510252 2/20/2019 1 Property Dmg Report N N hway 43.63831654 -116.4535655 5 SelM02576AOH000 8.]48 Car SIo din Trffic Ascendin N Rear-End Nonjunction Point 6 Power Unit None None None 50 0 0 19C510252 2/20/2019 2 Pro ert Dm Re rt N hwa 43.63831654 -116.4535655 6 Select 5 02576AOH000 9.7569 SUV/Crossover Going Straight Descending S Other Find Object Nonjunction Roadside or Sidewalk Point 12 Power Unit None None Speed Too Fast For Conditions 0 None Snow Ice Day 0 0 Thursday 8 19C510300 2/21/2019 1 Property Dmg Report NNhway 43.6384451 -116.453565 7 Select 6 02576AOH000 8.793 Picku Goin Strai ht N Overturn Nojunction Off Roadwa-Location Unknown To And Windows Power Unit None Overcorrected Other Vehicle Defect 0 Hi h/LowShoulder Clear D Da 0 0 Saturda 13 S9C520837 6/22/2019 1 Pro a Dm Re ort N N hwa 43,63896922 -116.453563 8 Select ] 02576AOHODO 8.83629845 Pickup GoingStraight Ascending N Embnkment Nonjunction On Roadway Point 12 Power Unit Alcohol Impaired Inattention None SO Ruts/Bumps/Holes Clear Mud/dirt/gravel Dark,No Street Lights 0 0 Saturday 116C424838 4/2/2036 1 Property Dmg Report Y N State Highway System 43.63956426 -116.4535034 9 select 8 025J6AOH000 8.8]63 Car Goin Strai ht DescendingS Ditch Nonjunction Left Shoulder Point 12 Power Unit None None Speed Too Fast For Conditions 0 None Cloud Snow Da 0 0 Wednesda ]19C53085] fl/32 19 1 Pro rt Dm Re ort N Off HIS hwa 43.60017569 -116.4535584 SO Select 9 02576AOH000 8.9426 Pickup Going Straight S Ditch Nonjunction Lek Shoulder Point)Power Unit Speed Too Fas[F,r Conditions Failed[o Maintain Lane Brzkes 0 None Snow Snow Dark,NO Stree[Lights 0 0 Monday 22 200538161 20 1 Properly Dmg Report N N Off Highway 43.6411349 -116.4535547E 11 Select 10 02576AOH000 8.99125513 Car Goin Strai ht Ascendin N Utili/Li ht Su ort Nonjunction Right Shoulder Point 12 Power Unit Inattention Asleep,Grows,Fafi ued None 0 Hi h/Low Shoulder Clear D Dark,NO Street Li hts 0 1 Sunda 23 18C4985]2 18 1 Cln'u Accident N N Not in Stale Hi hwa S stem 43.64192084 -116.4535769 12 Select 11 02576AOH000 9.04124368 Car Parked Vehicle Ascending N Rear-End Nonjunction PoiM6Power Unit None None None 50 None Fog Ice Dark,No Street 0 0 Thursday IB 1]C44]238 1] 1 Property Dung Report N N Not in State Highway Sysem 43.69239064 -116.4535333 13 Select 02576AOH000 9.04124168 Pickup Parked Vehicle Ascending N Rear-End Nonjunction On Roadwa Point6P,wer Unit None None None 50 0 0 1]C44]238 17 2 Pro rt Dm Re rt N N Not in State Hi hwa 5 stem 43.60239064 -116.4535333 14 Select 02576AOH000 9.04124368 Car Slowing in Traffic Ascending N Rear-End Nonjunction OnRoadwayPoint 6 Power Unit Speed Too Fast For Conditions None None SO 0 0 17C44]238 17 3 Property Dmg Report N N Not in State Highway System 43.69234064 -116AS35333 15 Select 02576AOH000 9.04124168 Picku Sbwin in Trffic Ascendin N Pear-End Nonjunction On Roadwa Point l2 Power Unit 5 eed Too Fast For Conditions None None 50 0 0 17C447238 17 4 Pro Dm Re rt N N Not in Stale Hi hwa S stem 43.64239064 -116.4535333 16 Select 12 02576AOH000 9.1667E Car GoingStraight N Embankment Nonjunction Right Shoulder Point 12 Power Unit None Overcorrected Inattention 0 None Rain Wet Dark,No Street Lights 0 0 Friday 2119C51]411 19 1 Property Dmg Report N N Off Highway 43.64438104 -116.4535711 1]Select 13 02576AOH000 9.246 Car Goin Strai n N SideSwi e0 ,site Nojunction On Roadwa Point 10 Power Unit Aslee,Draws,Fati ued None None 50 None Cloud 0 Da 0 0 Tuesda 8 20054W90 020 1 Pro On Re rt Y N Off Hi hwa 43.64552944 -116.4535838 18 Select 02571AOH000 9.246 Pickup Stopped in Traffic S Side Swipe Opposite Nonjunction Pointg P—er Unit None None N,ne SO 0 0 2005452W 020 2 Property Dung Report Y N Off Highway 43.64552944 -116.4535B38 19 Select 02576AOH000 9.246 Pickup Sto din Traffic S Side Swi e0 ,site Nonjunction Point 30 Power Unit None None None 50 0 0 200545290 5/12/2020 3 Pro rt Dm Re rt Y N Off Hi hwa 43.64552944 -116.4535838 20 Select 14 02576AOH000 9.26622286 Pickup Going Straight Descending N Non-Contact Unit Nonjunction On Roadway NO Impact None None Failed to Maintain lane 0 None Clear Dry Dark,Street Lights On 0 0 Friday 5 I8C502347 11/2/2018 1 Property Dmg Report N N Not in Stale Highway System 43.645847E92 -116.453617E 21 Select 02576AOH000 9.26622286 Car Goin Strai ht Deso.rulmg S Embankment Nonjuncion Lek Shoulder Point 12 Power Unit None None None 0 0 0 18C50234J 11/2/2018 2 Pro rt Dm Re rt N N Not in State Highway 5 stem 43.60554792 -116.45361J 22 Select IS 02576AOHODO 9.41938463 Car Going Straight Descending S Rear-End Nonjunction On Roadway Point 12 Power Unit Inattention &Z cted IN oON Vehicle N,ne SO None Clear Dry Day 0 1 Thursday B SBC486206 S/3/2018 1 Clnjury Accident N N Notin State Highway System 43.6480]67 -116.4536217E 23 Select 02576AOH000 9.41918463 Car Sto din Traffic DescendingS Pear-End Nonjunction Point 6 Power Unit None None None 50 0 0 18"86206 5/3/2018 2 Clnp Accident N N No[in State Hi hwa 5 stem 43.E4S0767 -116.4536217E 24 Select Total Crashes: 6 T-1 Fatalities: 0 Tatal Units: 9 Total lnjaries: 2 Total People: 36 MCMILLAN-BLACK CAT TO TEN MILE Report Criteria: Route ID Measure Listing Report Route ID:02812AOH000 M......Range:2.984 to 3.989 Co..ties:ALL,Cities:ALL-In City And R—1, Data From:2020,2019,2018,2017,2016, Sub-Query Fikers:ISReportable-='y',In[erseclionRelated-INj'N'j, Reportable Accidents Only Acddent0 Route ID Measure Vehlcle Type D&.,Actlon Lane Direction Unk Travel Direction Most Harmful Event Event Relationtolunctlon Event Relation TO Road Vehicle Hit At COMribudng Grooms —1 Contributing Circumstance 2 Contributing Circumstance3 Lane Road Condidon Weather Sudace Light Fatalities Injuries Day Hour Serial Number Auld—Date RCUnkNbr Severity Work Zone Related Dh,ld.d—Highway Latkude Longitude S-Order Mew Amld—linage 1 02812AOH000 3.11173034 Car Going Staight Ascending E Fence Nonlunction Outside Right-Of-Way Point 11 Power unit Inattention None 50 L....Gravel/Seal Coat Clear Mud/dirt/gravel Day 0 0 Monday 17 17C459957 6/19/2017 1 Property Dmg Report N N tin State Highway System 43.6485433 -116.4509382 1 Select 2 02812AOH000 3.38460601 Van-1 to 8 seats Going Staight Ascending E Embankment Nonlunction Right Shoulder Speetl Too Fast For Conditions -Left of Center Fai led W Maintain Lane 10 Rlowing Snow Ice Day 0 o Saturtlay 6 16C444756 12/10/2016 1 Property Dmg Report N N tin State H ighway System 13.64858988 -116.4452693 2 S,I,d 3 02812AOH000 3.79367193 Tuck-3-A 1, Going Staight Ascending N Tafgc Signal Support Nonlunction Roadway Other None Clear Dry Day 0 0 Thursday 16 18.87750 5/24/2018 o —9 Report N N ate Highway System 43.64836834 -116.4373904 3 Select 4 02812AOHOOO 3.839 S-/Crossover Going Straight W Rear-End Nonlunction Oadway Alcohol Impaired Speed Too Fast For Conditions None 50 None Clear Dry Dark,Street Ughts On 0 1 Suntlay 19 200558697 11/1/2020 nPu ry Accident N N Off Highway 43,64848982 -116.4365285 4 Select 02812AOH000 3.839 Pickup oing Staight W Rear-End Nonlunction None 50 0 0 200558697 11/1/2020 cci i Adent N N Off Highw ay 43.64848982 -116,4365285 sciccr 5 02812AOH000 3.8801 car og Right S Aoglei—mg At Driveway/Alley/Parking Lot Roadway Fated to yidd None 50 None Clear Dry Day 0 0 Suntlay 9 200542t46 3/8/2020 Propeny Dmg Report N N Off Hlghw 4364848141 116.435709 6Select 02812AOH000 3.8801 Car Going Staight W Aogle—mg At Driveway/Alley/Parking Lot we1J,ii[ None 50 0 0 200542146 3/8/2020 2 Property Dog Report N N Off Highway 4364848141 116A35709 1 Select 6 02812AOHOOD 3.88470916 SUV/Crossover .ring/Leaving Parking Lot,On—y,Alley Descending S Nan-cOn-joit At Driveway/Alley/Parking Lot On Roadway Nonmpact Failed to yield None None 50 None Clear Dry Day 0 1 Monday 181704U71L 10/9/2017 1 Clnjury Accident N N Not,,S-,Highway System 43,64847228 -116.4356393 8 SeleR 02812AOH000 3.88470916 Mptor le Going Straight Descending W Overturn Nonlunction On Roadw Nolmpact None None None 50 0 0 170468711 10/9/2017 2 C lnjury Accident N N state Highway System 4364847228 -116.4356393 9 Select Total Crashes: 1 Total Fatalities: 0 Total Units: 2 Total Injuries: 0 Total People: 2 MCMILLAN-MCDERMOTT TO BLACK CAT Report Criteria: Route ID Measure Listing Report Route ID:02812AONODO Measure Range:1.984 to 2.984 Countles:ALL,Cities:ALL-In City And Rural, Data From:2020,2019,2018,2017,2016, Sub-Query Flltem:ISReportable-=Y,Intersection Related-IN(W), Reportable Accidents Only Accident a Route ID Measure Vehicle Type Driver Action Lane Direction Unit Travel Direction Most Harmful Event Event Relation to Junction Event Relation To Road Vehicle Hit At Contributing Circumstance 1 Contributing Circumstance 2 Contributing Circumstance 3 Lane Road Condition Weather Surface ILighMt IF.talfti.s Injuries IDay Hour Serial Number AccidentDate fldUnItNbr Severity Work Zone Related Divided State Highway Latitude Longitude Sortorder View Accident Image 1 02612A0H000 2.06503986 Car Slowing in Traffic Descending W Rear-End Intersection Related On Roadway Point 12 Power Unil Following Too Close Inattention Distracted IN or ON Vehicle 50 None Clear Dry Day 0 0 Monday 1]1]C469046 10/9/2017 1 Property Dmg Report N N Not in State Highway System 43.64838152 -116.4120798 1 Select 02612A0H000 2.06503986 Pickup lGoing5traight I Descending 1W I Rear-End I Intersection Related I I Point 6 Power Unit INone INone INone 1 501 1 1 1 1 01 01 1 117C469046 1 10/9/20171 2 1 Property Dmg Report IN IN I Not in State H ighway System 1 43.64838152 -116.41207981 2 15clect Total Crashes: 2 Total Fatalities: 0 Total Units: 2 Total Injuries: 1 Total People: 2 MCMILLAN-STAR TO MCDERMOTT Report Criteria: Route ID Measure Listing Report Route ID:02812AONODO Measure Range:0.983 to 1.984 Counties:ALL,Cities:ALL-In City And Rural, Data From:2020,2019,2018,2017,2016, Sub-Query Filters:IsReportable-=Y,Intersection Related-IN(W), Reportable Accidents Only AccidentN Route ID Measure Vehicle Type Driver Action Lane Direction Unit Travel Direction 1114cotHarmfullEvent Event Relation to Junction Event Relation To Road Vehicle Hit At Contributing Circumstance l Contributing Circumstance 2 Contributing Circumstance 3 Lane Road Candition Weather Surface ILight Fatalities Injuries IDay Hour Serial Number AccidentDate fldUnitNbr Severity Work Zone Related Divided 15tate Highway Latitude Ilongitude SortOrder View Accident Image 1 02612AOH000 1.0634 Car Going Straight w Cross Median Nonjunction On Roadway Point 6 Power Unit Alcohol Impaired None None 0 None Clear Dry Dark,No Street Lights 0 0 Sunday 4 19C521972 7/14/2019 1 Property Dmg Report N N Off Highway 43.64859944 -116.4918891 1 Selea 2 .2612A0H000 1.7897 Pickup IGoingStraight I JE IFence INonjunction I Roadside or Sidewalk I Point 8 Power Unit ISpeed Too Fast For Conditions None None I 0 None IClear I Dry I Day 1 01 11 Wednesday I 19 200554726 1 9/16/20201 11 CInjury Accident IN IN 10ff Highway 1 43.64857865 -116.4774032 2 Select Total Crashes: 11 Total Fatalities: 0 Total Uoits: 19 Total lojuries: 2 Total P,,pl,: 26 USTICK-BLACK CAT TO TEN MILE Report Criteria: Route ID Measure Listing Report Route ID:00232AOH000 Measure Range:2.988 to 3.986 COunties:ALL,Cities:ALL-In City And Rural, Data From:2020,2019,2018,2017,2016, Sub-Query Filters:ISReportable-='y',Intersection Related-IN('N'), Reportable Accidents Only Accident# Route ID Measure Vehicle Type Driver Action Lane Direction Unit Travel Direction Most Harmful Event Event Relation to Junction Event Relation TO Road Vehicle Hit At Contributing Circumstance 1 Contributing Clramstance2 ConMbug"Circumstance 3 lane Road Condition Weather Surface Light Fatalities Injuries Day Hour Serial Number AccldentDate fidUnkNbr Severity Work Zone Related Divided State Highway Latitude Longitude SorbOrder View Accident Image 1 00232AOH000 2,9914 Car Going Straight N Utility/Ught Support Nonjunctlon Left Shoulder Point 11 Power Unit None None Alcohol Impaired 0 None Clear Dry Dark,Street Lights Off 0 0 Sunday 3 19C520782 6/23/2019 1 Property Dmg Report N N Off Highway 43.64029446 -116.453558 1 Select 2 00232AOH000 3.18865098 Pickup Going Straight Descending W Ditch Nonjunctlon On Roadway Point 2 Power Unit None Oye..macted Tire Defect 0 None Clear Dry Day 0 0 Thursday 19 17C455161 4/20/2017 1 Property Dmg Report N N Not In State Highway System 43.63407336 -116.4494698 2 Select 3 00232AOH000 3,7207 Car Going Straight W Rear-End Intersection Related On Roadway Point 12 Power Unit Following Too Close None None 50 None Clear Wet Day 0 0 Tuesday 8 200537285 1/7/2020 1 Property Dmg Report N N Off Highway 43,6339951 -116.4389553 3 Select 00232AOH000 3,7207 Pickup Slowing In Traffic W Rear-End Intersection Related Point 6 Power Unit None None None 50 0 0 20CS37285 1/7/2020 2 Property Dmg Report N N Off Highway 43.6339951 -116.4389553 4 Select 4 00232AOH000 3,7316 Van-Ito 8Hats Going Straight W Rear-End Intersection Related On Roadway Point 12 Power Unit Following Too Close Distracted IN or ON Vehicle None 50 None Cloudy Dry Day 0 0 Friday 16 200537221 1/3/2020 1 Property Dmg Report N N Off Highway 43,63399364 -116,4387368 5 Select 00232AOH000 3,7316 Pickup Stopped in Traffic W Rear-End Intersection Related Point 6 Power Unit None None None 50 0 0 20CS37221 1/3/2020 2 Property Dmg Report N N Off Highway 43.63399364 -116.4387368 6 Select 5 00232AOH000 3,8818 Car Turning Lek NW utility/Light Support Intersection Related Right Shoulder Point B Power Unit Alcohol Impaired Overcorrected None 0 None Clear Dry Day 0 0 Thursday 11 200556053 10/1/2020 1 Property Dmg Report N N Off Highway 43,63397392 -116,4357418 7 Select 6 00232AOH000 3,905 SUV/Crossover Turning Left S Angle Turning At Driveway/Alley/Parking Lot On Roadway Point 12 Power Unit Failed to yleltl None None St None Cloudy Dry Day 0 0 Thursday 10 19C532797 11/28/2019 1 Property Dmg Report N N Off Highway 43,63397095 -116,4352799 8 Select 00232AOH000 1 3,905 Pickup Going Straight IW Angle Turning At Driveway/Alley/Parking Lot Point 2 Power Unit None None None 51 11 0 0 119CS32797 11/28/2019 2 Property Dmg Report N N Off Highway 43.63397095 -116.4352799 9 Select 7 00232AOH000 3,907 SUV/Crossover Entering/Leaving Parking Lot, 5 Angle Turning Driveway/Alley/Parking Lot Ed On Roadway Pomt11 Power Unit Failed to yleltl None None 50 None Clear Dry Day 0 0 Saturday 9 19C531282 11/2/2019 1 Property Dmg Report N N Off Highway 43,63397081 -116.4352391 10 Select 00232AOH000 3,907 Car Turning Lek E Angle Tu ruing Driwway/Alley/Parking Lot Ed Point B Power Unit None None None 50 0 0 19CS31282 11/2/2019 2 Property Dmg Report N N Off Highway 43.63397081 -116,4352391 11 Select 8 00232AOH000 3,9098 Van-Ito 8seats Turning Left S Angle Turning At Driveway/Alley/Parking Lot On Roadway Point 11 Power Unit Failed to yleltl None None 51 None Clear Dry Dark,Street Lights On 0 0 Friday 7 19C508896 2/1/2019 1 Property Dmg Report N N Off Highway 43,63397094 -116,4351845 12 Select 00232AOH000 3.9098 Car Going straight W Angle Turning At Driveway/Alley/Parking Lot Point I Power Unit None None None 51 0 0 19CS08896 2/1/2019 2 Property Dmg Report N N Off Highway 43.63397094 -116.4351845 13 Select 9 00232AOH000 3,9146 Van-Ito 8seats Turning Leh E Same Direction Turning At Driveway/Alley/Parking Lot On Roadway Point 1 Power Unit Failed to yleltl None None 50 High/Low Shoulder Clear Dry Day 0 1 Saturday 10 200548017 6/20/2020 1 CInjury Accident N N Off Highway 43,63395117 -116,4350889 14 Select 00232AOH000 3,9146 Van-Ito 8seats Going Straight E Same Direction Turning At Driveway/Alley/Parking Lot Point 10 Power Unit None None None 50 0 0 200548017 6/20/2020 2 C Injury Accident N N Off Highway 43,63397117 -116.4350889 15 Select 10 00232AOH000 3,9255 Car Going Straight W Rear-End Nonjunctlon On Roadway Point 12 Power Unit None None Following Too Close 50 None Clear Dry Dark,Street Lights On 0 1 Friday 18 200541205 2/21/2020 1 BI—ry Accident N N Off Highway 43,63397169 -116,4348704 16 Select 00232AOH000 3.9255 SUV/Crossover Stoppedin Traffic W Rear-End Nonjunctlon POInt6Power Unk None None None 50 0 0 20CS41205 2/21/2020 2 Bl nju ry Accident N N Off Highway 43.63397169 -116.4348704 17 Select 11 00232AOH000 3.9365 Van-Ito 8seats Going straight W Rear-End Nonjunctlon On Roadway P.IL Power Unk Inattention Distracted IN or ON Vehicle None 51 None Cloutly Dry Day 0 0 Friday 1619C510904 2/8/2019 1 Property Dmg Report N N Off Highway 43,63397221 -116.4346519 IS Select 00232AOH000 3.9365 Pickup Stopped in Traffic W Rear-End Nonjunctlon Point S Power Unit None None None 51 0 0 19CS10904 2/8/2019 2 Property Dmg Report N N Off Highway 43.63397221 -116.4346519 19 Select Tatal Crashes: 5 Tatal Fatalities: 0 Total Units: 7 Total lnjnries: 2 Total People: 7 USTICK-MCDERMOTT TO BLACK CAT. Report Criteria: Route ID Measure Listing Report Route ID:00232AOH000 Measure Range:1.988 to 2.988 Courlties:ALL,Cities:ALL-In City And Rural, Data From:2020,2019,2018,2017,2016, Sub-Query Filters:IsReportable-='y',Intersection Related-IN('N'), Reportable Accidents Only AccldeMg Route ID Measure Vehicle Type Driver Action Lane olreNon Unit Travel Direction Most Harmful Event Event Relation to function Evert Relation To Road Vehicle Hit At Contributing Circumstance l Contributing Circumstance 2 Contributing Circumstance 3 Lane Road Condition Weather Surface Ught Fatalities Injuries Day Hour Serial Number AccldentDate BdUnitNbr Severity Work Zone Related Divided State Highway Latitude Longitude SortOrder View Accident Image 1 00232AOH000 2,05597734 Pedalcycle Crossing at Mid-block,NO Ones Ascending E Pedalcycle Nonjunctlon On Roadway Non-vehicle Failed to Maintain Lane None None 50 None Clear Dry Day 0 I Wednesday 1718C486223 5/2/2018 1 Blnjury Accident N N Not In State Highway System 43.63411857 -116.4721688 1 Select 00232AOH000 2,05597734 Pickup Avoiding Vehicle,Pedestrian, Ascending E Pedalcycle Nonjunctlon Point l Power Unit None None None 50 0 0 18C486223 5/2/2018 2 Blnjury Accident N N Not In State Highway System 43,63411857 -116,4721688 2 Select 2 00232AOH000 2,2345 Pickup Goi ng Straight E Animal-Domestic Nonjunctlon On Roadway Point 12 Power Unit Animal(s)in Roadway None None 50 None Clear Dry Day 0 0 Thursday 11 200547407 6/4/2020 1 Property Dmg Report N N Off Highway 43.6340923 -116.46859 3 Select 3 00232AOH000 2,2756 Car Going Straight W Fence Nonjunctlon Private Property Point 12 Power Unit Alcohol Impaired None None 0 None Clear Dry Dark,No Street Ughts 0 0 Sunday 1 20CS41099 2/23/2020 1 Property Dmg Report N N Off Highway 43.63408956 -116.4677699 4 Select 4 00232AOH000 2,4015 Car Going Straight W Animal-Domestic Nonjunctlon On Roadway Point 12 Power Unit None None An—l(s)in Roadway 50 None Clear Dry Dark,No Street Lights 0 0 Wednesday 319C528937 9/18/2019 1 Property Dmg Report N N Off Highway 43.63409363 -116,4652598 5 Select 5 00232AOH000 2,94741811 Car Avoiding Vehicle,Pedestrian,Pedalcycle Ascending E Mailbox Nonjunctlon Right Shoulder Point 11 Power Unit Drove Left of Center None None 0 None Clear Dry Dark,Street Lights On 0 1 Wednesday 117C453600 3/15/2017 1 CInjury Accident N N Not in State Highway System 43.6340856 -116.4543201 6 Select 00232AOH000 2,94741811 Car Ascending W Non-Contact Unit Nonjunctlon On Roadway No Impact Failed to Maintain Lane None None 0 0 0 17C453600 3/15/2017 2 C Injury Accident N N Not In State Highway System 43.6340856 -116,4543201 7 Select 1 Il Total Fatalities: 0 T-1 Units: 16 Total Injuries: 3 Total People: 18 USTICK-STAR TO MCDERMOTT Report Criteria: Route ID Measure Listing Report Route ID:D0232AOHOCD Measure Range:0.984 to 1.988 Counties:ALL,Cities:ALL-In City And Rural, Data From:2020,2019,2018,2017,2016, Sub-Query Filters:IS Reportable--'y',I otersection Related-IN('N'), Reportable Accidents Only Auident4 Route ID Measure VehideType Oliver ARion Une Direction Unit Travel Direction Most Harmful Evert Event Relation co Junction Eve.Relation To Rd Vehicle Nit Al Contdbutin a—tanceI Contdbutin arcomstancei Contdbutin Circumstance3 lane Road Condition Weather Sur/ace "am Fatalities Injuries Da No,,Serial Number AaideMDate fldUnitNjI_n_j =,en t Work Zone Related Divided State Ni hwa latitude Lon itude So der VieW Accident Image 1 00232gOH000 1.01 Car Gel Pig S[rai h[ E Rear-End NonjunRion On Roadwa Point Power Unit Following Too Close None None 50 None Clear D Dark,NO S[reel Hall, 0 0 Monday 819C514338 4/15/2019 rly Dm Report N N Off Hi hwa 43.6341)152 -116.49300]] 1 SeleR 00232gOH000 1.01 Car SlOwin in Traffic E Rear-End NonjunRion Poini]Power Uni[ None None None 50 0 0 19C514338 4/15/2019 Dm Report N N Off Highway 43.6341]352 -116.49300]] 2 SeleR 2 00232gOH000 1.2258 Car Goin Straight E Rear-End Nonjunction On Roadwa Point 12 Power Unit Inattention Followin To.Close None 50 None Clear D Da 0 0 Frida 13 200556367 10/2/2020 erty Dm Report N N Off Hi hway 43.6341531] -116.488]038 3 See. 00232AOH000 1.2258 Truck 2Axle/6 Tires Sto pad in Traffic E Rear-End Nonjunction Point6 Power Uni[ None None None 50 0 0 200556367 SO/2/2020 ert Dm Report N N Off Highway 43.6341,3]] -116.488]038 4 Se eR 3 00232AOH000 1.2341 Pickup Going Straight E Side Swipe Opposite Nonjunction On Roadwa Point ll Power Unit Alcohollmpaired None None 50 None Clear Dry Dark,NO S[reel Light, 0 0 Monday 019C536334 12/23/2019 erty Dm Report N N Off Hi hwa 43.63415364 -116.4885399 5 SeleR 00232AOHOW 1,2341 Pickup Going Shai ht W Side Swipe Opposite Nonjunction Point 10 Power Unit None None None SO 0 0 19C536334 12/23/2019 ert Dm Report N N Off Highway 43,63415364 -116.4885399 6 Select 4 00232AOHOW 1,23416879 Car Going SU,i ht Descendin W Other Post,Pole or Support Nonjunction Right Shoulder Point 9 POwer Unit Asleep,on. ,Fatigued None None 50 None Clear Slush Day 0 1 Frida 816C41]943 1/15/2016 r Accident N N Not in State Hi hwa System 43.634186]6 -116.4929559 ]Select 5 00232AOHOW 1.308]Car Entering/Leavin Parking Lot, N Angle Turnin At Driveway/Alley/Parkin Lot Point2 Power Uni[ Failed to yield None None 50 None Clear D Day 0 0 Monday 1]200555310 9/14/2020 erly Dm Report N N Off Hi hway 43.63415245 -11648]0508 8 SeI_ 00232AOH000 1.308]SUV/Crossover Going Straiht w Anle Turnin At Drivewa/Alley/Parkin Lot On Roadwa Point 11 Power Unit None None None 50 0 0 200555310 9/14/2020 erty Dm Report N N Off Highway 43,63415245 -116.4870508 950- 6 00232AOH000 1,3286 Picku Going SU,i ht W Tree NonjunRion Private Prope Point9 Power Unit Speed Too Fart For Conditions None None 0 None Fo Ice Dark,No SheetU h[s 0 0 Wednesday 6 200562009 12/16/2020 1 Propery Dmg Report N N Off Highway 43.634151]5 416.4866546 10 SeleR 00232gOH000 1.4314 SUV/Crossover Going Strai h[ W Tree NonjunRion Left Shoulder Poinf9Power Uni[ Speed Too Fast For Conditions None None 0 None Snow Ice Dark,NO Street Li h[s 0 0 Sunda 18 20056195] 12/13/2020 1 PropeM Report N N Off Highway 43.63414]4] -116.4846054 11 SeleR 8 00232AOH000 1.4.33111 Car Going Strai ht Asc,ndin E Animal-Dom,Aic NonjunRion On Roadwa Top And Windows Power Unit Animal(s)in Roadway None None 50 None Cloudy D Dark,No Stre,tN hts 0 0 Saturday 2016C442502 11/19/2016 1 Pro erty Dmg Re Ort N N Not In State Hi hwa System 43.6341557 -116.48340]3 12 SO- 9 00232AOHOW 1.68020431 Motorcycle Going Strai ht Asc,ndin E Mailbox NonjunRion Roadside or Sidewalk Point 9 Power Unit Exceeded Posted Speed None None 0 None Clear D Dark,No She,tLi hts 0 1 Monday 201]C46691] 9/11/2017 1 Alnjury Accident N N Not In State Hi hwa System 43.634145]4 -116.4796522 13 Select Io 00232AOHOW 1.89404304 Van-1 to 8 seals Going SU,i ht Descendin W Embankment NonjunRion Left Shoulder Undercarrm,Power Unit Speed Too Fast For Conditions Failed to Maintain Lane None 50 None Cloud Snow Da 0 0 Thursday 8 16C4206]9 2/4/2016 1 Propert Dmg Re or[ N N Not in Stale Highways stem 43.63414186 -116.4751943 14 Sele,t 11 00232AOHOW 1,9251 SUV/Crossover Going Strai ht E Parked Car NonjunRion On Roadway Point 12 Power Unit Inattention None None 50 Lane Closed Clear Mud/dirt/gravel Day 0 1 Sunda 219C519441 6/23/2019 1 Blnjur Accident y N Off Hi hway 43.63412904 416.4]4]591 15 SeleR 00232AOHOW 1,9251 C-1—ion Equipment Parked Vehicle E Parked Car NonjunRion Point 6 Power U nil None None None 50 0 0 19C519441 6/23/2019 2 B l njury Accident V N Off Hi hway 43.63412904 -116.4]4]591 16 SeleR ••• CHINDEN&BLACK CAT Reporl Cyifeyla: InhrsMlon Nnalysh xaport CHINIEN IIIp a/zs/zozo l6:zs z0aaszeo0 zo rs mn AdsId ee/zs/zoz0e:aa z0aszau z rvinaA Ads CHINDEN III .—T. IRs/19/2ozo 16,39 10 o/z1/z0zo 15 z1 z0wasao zry nr,AAAs 1 7 f0/ff/30193135 19 Dark.Rnw Mx On C SUV/Goswvzr 112i 12 z01/z3/zoz0e:oe zowe39�z rvinc,AAAs 1z/3/201913 zs 19wa162 1Ddddkenrumz 1.1--11"119222918 11---1-32�3444414311Md"1N7L1!'40 6,:81'61:3——.L-DLLDDDDNN'.''R.1,H',V,,I LORN M �CCC0cC1—cCNR I-ll1--lN'I N--oNNII"dI,,I,I, OW.—.DDDDD1I,,,,.. NNNNNNNNNNNRNNN:---E2N:, 322222 0DDDD33333333 ff0403.022.000403I MR.IMIRIMMML.RMMM-MMMhdddldNNN 1o/za/2 o191�z619woe9a 1 suV/--, ELDA A d Mlersenions —l:ii.l.c-----1—�,�IN, 1ITI1I7GGG.N---,—o—OI_.4—�lI nn.i.N.NNI.S.1.St-t-.;.-1:-I NNN_,, 444Q41��S2L111NW�7l9�R71798��NPSNSP�NP=ISPNNNNNNuU I.—.—.....I.NN—"N z9/23/20191s:z319azszlA 1 Mvinrd AAs a/12/2ol9 zz:o319 Dark.NOAreetk M: uv/voswvar vIM'"AAs 5/16/z0 191e1619we233 1 Mvinrd AA uzeaesl norm lane 5/16/201919:16 19 EUDAAA-rums 0/17/2019213019 .11 StreerU MxM C EkOAAAk•krums o/18/201918:09 19 mmx6AAA 2/25/z0199:49 19 E oaaaxea.•a.xk.m nreaaM-remx.•ax, z/31/201e 1540 1ea9357z 1 vinrddds Vs/a/zola 1e:53 leaessn 1 —AAA kenrums 2122 23SSd4SISS3222222244.yIyIyYyIyIy1Y1YYYY1Y1 B.1yIiyyyyIyIy1Y1yyyy1yyY1 I. UININd 11/zz/z01'/9:50 11a13031 z suv/crossover zz5/3/2017zA3 1-559a1 1 rvinc,A A Alnmenmear oreless2017 M—N, Co�L-1 1 3 yl 35.166 R-1 I—..R.1— F 21N U.S.HURN., 1 4— %7 -16.4528274—Ea5/3/z01//A3 1 oaa es• xemaamm sUV/Uorf/19/z01/3A5 1) DksU—InO 1/3/301'/f0:0I 1) 2017 my Na AA wIMmn roo 1z/r//z016 N3 164134014 2DIR MN— --E 2 1 1 —RI g-- — 171 av Na A A Inaxmrne w arelrs ry mz 2 3WA 'Ri9/z1/z0166:sa 16 Ta1B 13 MCMILLAN&BLACK CAT Report CsReka: III N,11,111 L11111 1111,111,1111, 11 1. .11 CAAA11- N.11-Llhl� 1-1 hl 1Z. 1 114 11 �.�.,�A A A ' �'l'.14111 11.4111111 -1 1 A -12 Z", -1-�hl a 1211 m,m. 2 , , r e,. B Tae,Iumm. a Tad B o Ta1N + MCMILLAN&MCDERMOTT Report Criteria. Interaction—1,is Report —L..a uN dNelRe dremon From lnceluctlon Ianeof lm N 0.ehreme StreN mein Cade Aakkm pate SerIaIN N U M1t W-1 Wet/p ptlser d—d U-F-kid,Inurles Sederl UnI.d Dirxtlon Unit ANlan — CNatlon fldAaldenlYYYY C UNLN Po Seaffn act RNeced Mlle Laratlon Cantr6 Clrc Sd dmke I dries Work .Releced S W-de Con Nude --dtl <mlllan Rd M<dermott Rd 9/11/202o 19:ze zUCssA]s] I Clear Meridian Police pet rel M1L Shoulder and La emee D INGAAAInmentive orcareless o Ada Merldlan CO mr-Ena In df Hlrvhwa Select <mlllan Rd M<dermott Rd 9/11/2o2o 3U383R6541s] I Clear Meridian Police pet Plcku mIh, Idaho na ShoulEerandm mad N Cltea oAda MerlJlan C -End In off Hl hwa Select Ti Re 1 LAN Ra ]/13/zo191U:13 l9 clear 9 Aea coon Sheriff Balsa) 9lowlnStin TrefR< Idaho Shoulaerana La e<ted x CNed 19 Ada Meridian C r-Ena In nRelmed off Nl hwa Selecs Ti Re 1 LAN Rd ]/13/2o193U:1]l9 Clear oAe,Coun Sheriff Balsa) HIL&Run Unknown ns Unknown Unknown 19 Ada Meridian C r-End In nRelmed Off RIM1wa Select Txel.lYxY. 3 Txa t 3 MCMILLAN&RUSTIC OAK Rep,ft Cn'ted,; Imersettren Analysis Report AccNemB keneoilm RehremeSveet Se mcotle Aaltlem one SerIaIB WemM1x W xsuN conO Y aullYx In YnNM RWutltlemyYYY G sett RBlxetl MIIB-kvxn nmbclrc umbxgl uYx Workzona Relmetl N IeMWe Wtle Accltlentlme 1o/3R/3o1s]:3o lscsso]eR 1 ory u VlNaAAAobsene&ubeyhamcmm.1 li¢m an Rtl� oak Wam 9/]b/301]1]:251]C969388 1 akar Merltllan Pole cent AWtlent RlckuR St4hbt '99 Unknown Unknown ntl ,eaetl N Cltetl R]Ada McXdlan W Petlenrbn !EZ FalletlmW 5 Select McM11..Rd9/3R/301]3]:351]CA693BR 1 Cry N/ANon-Motor it N rate Hi�way5ystem rotas un�d. n rrom mwdaf: o Tma� =3 MCMILLAN&STAR Rd—t Criteria: A«laomx unoorim nxommoso-«t mma.xna.m wu wnalx $'h a.r w rwrtcona u m.lrcl«i an« nnla naA«n.nrrrrr u «<t Rel«.a mn. m o«nb arc Nmwraman« wwwzon.n.xtw stm.x nw. k.tnm. mao xna«mm. urea n un Ra a/zuzozo.3a6 zoasx66n A r o Ma eodn snerxr ml:e unknown eaea xotc¢ed ozG Ad. Mena e nPaaea offs w s lea urea nn Rd eRekOz013a6 zOCs5x06x A r O Ad. Coun snerxr eolu sw/Cmzsovere snoolae da eaed notated 0 Aaa Medal« [ 0a<ked 1—Un latetl I Ba<kla OffH w select urea nn Rd aR6kOz0 aD:16 z0055x069 A r OAaa Coun werxr eolu snoultlerantlV ectetl Notatetl 0]O Ad. Meritlnn C 0a<ketllnro Imes df Hl nwa ur Rd Ian Pd z/zL=0196:ss 19C5110s]A Dark,NOStr« d 0 Aaa Cuun snerxr 0oee snoulaeranaU ¢tree sF[[OAAAPeasonabkand wuaem-mntlinons i9 Ma r-Cna eea roofm foreonainors sur Rd Ian Pd z/zL=0196:ss 19C5110s]A Dark.Nostreeutl 0 Aaa coon sM1erNr Done snoultleranaU ectetl IN ANCPAAA OI la ro ollce omcer a9 Ma r-end selectur Rd nn Ptl z/zL=0196:ss 19C5110s]A Dark,Nosreeutl nff�eoise PI<ko snoultleranaU ectetl 19 Ada s ske sM e0 o H M1waur Rd an Ptl z/a0/]01Ito:3s 1]C4s130z Dark,street kl nR�eoise sUV/Crossover Unknown of Creed a]Ma Head-On Turnl stte Polletl to YIN HI nur Rd cmlllan Ptl z/a0/z01]ta:3s 1]Cxs130z Dark,strettV Urr�eorse n snoultleranaU ectetl Not Cttetl a]Ada H«tl-On Turninur Rd f cmlllan Pd 1o/s/zo161e:06 t6 nrr�eorse snoulaerana is ¢tree Iry ANeeAAA 01s to Ile offker 16 Aaa Merialan Cena nPelatea ,folbwi Too Cl«eureaa «Re .oisno.6,e:G6 t6 r v�eose snodmm«au e<rea notated m Aaa Menenn a -end nPelakaurea cmilnn Pa 9k]/zoa63]:6o r6 ar sw/eroxs«er xcea oR wxGAAAsro rorzto z m Ada Menann a Awn le NlP dtoYNdwrea <mnnn Pa 9mno,6 v.00 e6 r w<ko eaea Horded m Aaa Menann a An mIRA.1 <mnnn Rd 9m/mr6 voo e6 a«r Henn¢else suv/aosso�er e<tee notercea .6 Aaa Menann a Rarkea ear <milnn Pd x/=2—ta e6 e6 clear nerxr Done snoultleranam ectetl n Crcetl m Ada Mentlnn a -end Pelatetl <Mllnn Ptl ePS/]Ot61as616 Clear snoolderantlu ectetl Not area 16 Ada Merltlnn CZ!L -end 0RNI1etl *Rd cmnnPa 6/ zo369:ao t6 rn�eone suv/cross«er snomaeranau —oRwNGA A A mzdemrve or orelers mana -eM selm un Ra 6/axnoa69:.o a6w3Gvn nrr Leone suv/crossover mrmrn< sn«mer anau e<tee notercea m Aaa Menann a -end select MCMILLAN&TEN MILE Report Criberla: INUrseabn nnalysls xepprl Iryx/zoz�or3:a9 z0asi69i zo NGAAAv.aia.amNreaxo.amesat zr2/8/2020 1755 20 Dark xreetN Mxon C NGAAAsdiowi t IN ddq I. fx/e/x0 x0 t155 x0 Dark Srertu Mxon C uvrcauwv Eaaal<xx,mx .ol3on0.o.e s.masecn n.wsrv<x viNsaaa i.ax..x«.rraai.xa ff/510z0 fe:01 20 Nark Streetu nxon C viNsaaawiori el3/2 0.03 mason suvrcaxxpv> oanal<xamx SWW WIIINNNTTT 1 3o2o0.s oe:o 1 32 0 20 1 2 1:o ./a/zozo.ase zo Dark STMA"mx on viNGanaGlax:.i vsno.o.o n:o oAAA AN,a.mx fxry3/xOf913519 Nark StreetN Mxon �x anawiori N. s/cnosaoo s RNanawiori I 20' eneno.sssne.samm. suvrcau , LID B' viNsaAAGlaa:.i ensno.sse.samm3. sirvrcaxx0ver MI Rd TIN ILI Rd S. 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I-V 55/z/z0r9 r�58 ia i NGA A A mce otme r9zssijZ NIR surcw nxGAAAobren TIN MIll Rd MRd so mi mNr3/ a TIN ILI Rd MI Rd S. xer9a112� m/zorz m 21I 3/12/z0r9z1 07 i9 Nark xreetN Mxon c 81NAAAimmmz 31 2z/3/z0 re re:;7 ie Dark xreetN Mxon c HGAAAobserve eobevmmcmmroi ipm rx/3/zore rN:ss ieao386i i NGAAABaiowi t rrryx/z0re rs:ao ieao3i9a i % NGA A Ai.amrNvz ortamess ze/rN/z0re re:oo iea9a3�a i NGA AA saiowi t z/zz/z08i88:08 ieaeuz3 i swrcrauwc 88NAAA xeewrebieana orwent-mna8ionz HI v/zz/z0tzt6:aa 1� �z�31 i 81NA A Alen mms 1z3N/z0rz r3z0 iiasz6�e i iHGAAA use aez'm r6:z i6u5z6 rs a u6o W. ze/5/z0r6 10:50 i6a33aa5 i uvrcaupv> NGA A Aobserve a ob<v tamicmnvoi ii.bi 4/21/20168:42 1sa2533e i NGAAA matr.•Nre oramess 1/2/2016 rz:ia i6ai68�e i ihGAAAimtre•b.e ortereiess 11 T-LE-Iiii- o Tatal AA USTICK&BLACK CAT R.I CHI A.Itl.RA. .PR RA I EN.I.E. ERPRIP.NNER-A.I., P.-Pild- -...d.ACRldentoep SMalp --I -VNI N I-IRNAG-ARGLI N Rld NI AIII AN, R.- CRILI, fiPPIP&DEE-CoAMPAPE.cl- lAw d---PER I-RAIR.NRIPRON, LAMO- C-111,CII PAPEW-1- PAPH, Pill- 11HINPRI, L-111.. M-AII-PERRA, I L-A Ed -k-Ed W03/2M Dl:50 20056- 20-51 Dark,WW LRd1 01 C11.1 -1,11A,PI.- C PD,-M- 21771-1 116,P EIGhl 58 N.A11-1 I— d- UPAP-P NI'J� 2020 Ad. -11- OCIP11TI L I y y H.-7 1., --,.,NI-1 D,ICI C.III F I N OffLIGI-, 43-5731 -1535822 IW U-Ed III Cx Rd w W19/2-.50-5EW3 20-L Dark,SIW URI 01 Cl- D, IN C� 0 1-1,11A.-I IN, C PD,-MIC 217781. SUI - 24 N-I I.J., C�11-1� IIIIJI,1 IPd W, NI C-C 2020 Ad. -11- C.-ITI y y Head-On T.D- 1-1-11.1 NIICI - F L offl-, -W5731 -164535822- -CAT Ed U.CK Rd w W23/0 1E:00 200563260 20- 2� cl., DI NI, 2 0 2-1-NPI-1 C P-AII-1 21-900 W - G.I.,SIGIALI G�N.AIE-d EN, S-II Pd Al N.1 El-ot VINGA A A IP m,IRR 2020 COMPLETE L 3 y y APIII� 1.1-1-1.- F�dl 1.111M F 2 IN ON L- ADGWRREGR -.G 45115.1- 3-P CAT Ed U.CK Rd w W23/0 L-200563260 2- GZ cl., DI NI, 2 D 2-1,11A.P.I.-III C P-APP-111 1-1 IN 1UV/CP-, GIP-GlIdd ED-II IIIIIII and-dE N.1 EIII,d NI,LIM 2020 COMPLETE 2 3 Y i An le 1.1-1-1.- F 2 IN ON CAND, 43.6- -1-535548 SI,111 USTICI Rd .-P CAT Rd w -/2MS:M 200561337 2- DI C-1 D,, N. 2 0 L NIR11 oil C II,-Wd- 2-1 G.P.-I&I .P bi, 5h.LII IdId A, J-1d 2E20 MIld- COMPLETE L 2 Y y An le 1.1-1-1- F�d,d 1.-151,SLA, F I N ON HII QG- -16.4535V2 S- -P N!�E Illd NI EDA An le F IN OL HAh- QG- Iw USTICK Rd IRCACE CAT Rd w ML/2---5EL337 20- cl., D,, N.Ed, 2 0 1-1,11A.NIRD,GNI C IIP,-1-1 2-87 W -I GIPI-1.11 27 N.AAP.IN1 ZIIIIII and-dP NI 2.0 -11- C.-ITI 2 2 1 y Id-II.-Ell- 1 -16.4535822 51 4 CAT Ed U.CK Rd w 1V23/-00 200560857 - Dark,IDIE Lift 01 C1111 D11 IN- 2 0 0 -D,D.,RIP. 21-Ql W -I G.1G.1.11h, m N�APPIVIP, ZIld,,gnaw No,11-1 ,mIAA s.......P P. 20M Ad. M"11b, COMPICTE L 4 Y y ACA, 1. 1-111., F D OPI QG- -1-53550 IIL_ Ilk,SDIE Did,0,1 Cl- D11 N_ 22ShIld,l and WE NI RIld I Eld 2020 Ad. -11- COMPLETE 2 1.1-1-11,1 CAT Rd U.CK Rd w IL/23/00 200560857 2 N 2 0 0 MI,d!PPolice G,, P-PI,,-A R 21-40 N ILEVAC-II GIG.ILI 33 N�APPIVIP, 4 Y y M 0 N DID HII-I --41315.- I CAT Rd 40-F N W UDECK Rd IL/02020 ZAO 200558640 - 11- D, NI, 2 D EII�PL P111 DM RI,- 2-585 N -A, MPI 55 N.APP.PIP"PI, S-II Pd-RI NI EP,111d DRIVING DIII-1,-Ah b.&IRN U2 C.-ITE L 2 Y y 1- .1kIE. 2 2 MG- -IM.4535545 51111 CI., NI, �!:2.PID,DI,L NIII,DTR RNI 2-585 S WPmd iI TDIE, 24 N.AAP- Id.h. S-1-ILIA NI EP,111d NI C-A D CAT Rd 40-F N W UDECK Rd IL/02020 ZAO 200558640 20- D, 2 D .- 2 2D M. MIld- COMPLETE 2 2 Y Y 0�N CN�l!1�M, ADG- -116,4535545 S- 6 CAT Rd U.CK Rd w 3/912020 UAO 20CM2137 20- Cloud D11 N.Ed, 2 D 0 M-di.,NIIII PD.,RDP- 21013M6 I SULY/0--, GIR-DII N.APP.IDPI IIIIIII.Pd W, NI PI1,d MELVINGA A A S11 fors lid, 2020 .- COMPLETE L 3 Y y An le 1-1-1- F.dM 1,ObP SW IF P N Off HIEC-1 43-717 -16.4535551 S1IW 13-CAT Rd I I U-Rd w 1 1 3/912020 UAO 20CM2137 120- ICII DI N.Ed, 21 D 0 %111 EN1 I ED,-D.,RDP- 21013M7 S ISUV/C,."., GIR-DII I I I N.APP.-I I.--d WD NI E11111d NICK, 2020 MIL,- COMPLETE 2111 3 Y y An le F 0 N CLIF A- 43GM-71-6,4535551-1 1 7 -k 01 Rd U- w V15/2 2!21 20053 312 20-EGUR GI 1 2 G.M.I,CPh, 73 N.AAP-d 11D, AD No EIIN.0'd -Ad 11 ET AHeld0 N Cdf�.Ah 4D-E.A99 41355. S22 21 �2 2 1 I'll,- PIP"D" 2 '2 1' M 2 1 82" 1."- -112! 22 51 III CI Rd U111,Al w 5/20M -(PCLR GI D N.22 2 P "I"D.N III,- 2.N323�N G.IRI SID11h, N.AAMI- N- E�T. 2-.2 2 2 11 1 An 2�d!2 Yl d 0 N Off A- 41-C.022 --11.-:2,, USTICI Rd CAT Ed 11- D,, 2 221' P'P"D" 2.3-A 1 NI. P GIRI-1111 _P y -U __4,35 S"_ 10 MG/20D?17:28 W533995 DI 2��Nwk N. 2 0 N IDI NM-DTR RIP- 2011- MI.I.P COMPLETE L 2 Y LI- P N CL A- 4' 4' -. IN !L USTICI Rd CAT Rd w MG/2-17:28 W533995 - D,, N. 2 0 0 %111, NMI,C,DTR RIP.1 207-9 W I./C.- T,PIE,- 36 N.APP-PI EP, III-W, NI PIEN 20ER A& CC.PLETE 2 2 Y y L- IT'r-r- M 0 N If HIP-1 -0- -.4535151 111W I C1111 Rd 7D.-F SO III Rd LVEPO A ii '2 2 - cl- Dr, N. 2 0 0 DdI P,M"DM RDP- 20-W N.APP.- -WI Pd AIR NPI E 1. 2-Ad. M- COMPLETE L 2 Y y li-1.1. 1-1-1.-N-d I-r-,RI IF G N Iff HPh-, 11141111 �1166!�1211I I- L 21 1-21��2 12 2L .4,3. PlIkk Rd 7D.-F w SO III Rd 1.0.--13L773 77. cl., Dr, 14- 2 0 0 MR11 P,M"DM RDP- 0-1 WPP,d 1,IGNE, L9 N.ANP-P,I -W-A, NI El-. 2011 MIWII COWMPLETE 2 2 Y y 1-1-1-RCIld F 0 N Off H.Ah-, Im 2� L�L USTICK Rd CAT Rd w 2576 9/25POn ITCL LRD49808 9 EZ cl- Dr, N. 2 0 0 %111.DIM PDM"DPIN RDP- 1-1 GII GI.h1 M N.AAMIDPI ShIII-Al N.1 EJ11Cd DRIVINGA A A s-iI Nin 20. MILPII COMPLETE L 2 Y y -13 A.1, on MIRD!1.Ob,W,SIN D N 'M 11 11E -IM.4535637 IIL iP, M USTICK Rd CAT Rd w 2576 9/25POn ITCL LRD49808 9 cl., Dr, N.Ed, 2 0 0 %111. PDM"DPIN 111,.1 IR-G 5 GII SPIPAIII L.N.AAP.11P1 IMNI 1-1-AIR 14.1 EP,1111 2018 MIWII COMPLETE 2 2 y y -A.1, 1.1-1!!' 0 N 111111118 -16.453507 s- CAT Rd U.CK Rd w 2576 9/LO/20- cl., DI 2 D C It RDRGERO E S./C.-I GIP.�IGIRRC 40 NI APP.- IIIIIII EPd WE NI P.11,d CRIVINGA A A SI.1 fors IND 2.8 M- COMPLETE L 2 1.All A-1, F.IR,d Ob"S"Si'D E 2 11-DE-1 43 1-3665 -1-53590 A11L I" d y y y y y y y y Ad E C" AC`IDENEE OR VRL N`C LIM IN I C_d CR` �'._'".N N.,C_d OR VI L.I rDA- Y NIC d y OR VNG�A_ y N.1"El 111d NICNCA y E 'd d o"u"o Id VRR"-I- I unsafe b-`-P E_d -GA A C SL. N.' DR DR VIN A e 22 LZE E�' P!E22 2� xlxt CAT R U.CK Rd w 2576 9/L0/2E- DI NI, 2 D C.-I p-D.:�Zp'- IRDRING 1 GIPI SPIPAIII 52 N.AN1.11P, Sh.LI-Al N.1 P.111d NI CILCd 2018 MIWII COMPLETE 2 y y D-A,I 1. F 0 N NI 11-ClAh-1 1— 43-03666 -16.453GROG S1IM Ullkk w 232 R/2R/2-2-LRD496588 111 1 oak,WIE LAI 0,1 CI- D11 I N- 2 0 11-1.-P0. -1- IRE37571D 1 SUV/C...I 11PIPA III ED NI APPIVII R., IN-Ilk SLIMI dM W, NI P.11C DRIVI NGA S1,1 for IG,PIR M11dIII COMPLETE 1 4 Y -Ril P P11-1- FdW I YIN1d F L N III,A- -11G.4535824 IW 11101 Rd Ullkk w 232 WWO.-6 '8- GI III L11111 01 111 Dr, N- 2 2 1 Led 2R21:!�e- G I III,I AIIP DPI IRE375711 1 1UV/C...I G.PGIRIA .II-d IP.1 Sh.L1,I IPd Up NI 11-,d NI C1,d 2M Ad. M- COMPLETE 4 Y -Y CEIRAG ATA, P DIIIIIII, M I N ....... S - -1-535824 IW EN_ L_ D dj:.N I RIEI 01 Rd I I Ullkk Rd 01 25761 V20/20.10:10 GI Clear D, 1 2 RM A IRRI AII- D-N T--2-1- GII SIGIAhl 37 N�Alp-rl SI W, NI PICId DRIVINGA A A lid-.1.1el- M-WP COMPLETE I L 5 EYY L.A.1, 1.D-111I I R-1.-111 M 41N 11-D1— --13 -1-535368 15- A�NIRI GII ?21 - 2 -L- D, NII, 2 D I.,,.d A IRIA,AIWII WD-118 Id, G.I.,SID11h, 36 S-d ViPRI PI�d NI CLI 201: y DEC.A,I I P.-I, P.1SCI.H11 G- 20!Zd Rd Sh-l- A, NI PI I. PLE! F ;N -112 1'2�OLI ySelett .1. Rd ;00 11 cl- Dr, N., 2 0 0 NP.�PL PEnd,RDP- IM6177 11 G.P.IIGI& 26 N.A11.1-PRI S-1- A, NI P.-d CRIVINGA A A s- md AND COLG ..... .1w L Clear ' JY Y 18,11 Adde P I-CIIII P,11-Id F T1:112 077L4-88 I:- Dark,DIt DII 0,1 C" - 2M8 Ad. M- MT� Sl-HPEW1 -4532527!82 L-k.1 Rd Ullkk LA 52 W177488 18- DI III LIghl,0, cl., Dr, N- 2 0 0 122 CII End,R1.1 1-78 15 G.II SIGI& 16 N.A11-1 11J., 1-1- Ap N.1 P.11,d NI C1Cd 2M8 AVI. M- COMPLETE 2 2 y -11 An.Ie 1.1-1.1111 IF 0 N NI 11 Sl-HII GI 6 3571A 111- P` y E_ E_ 6 21-F A RN lIC173358 1-22 DI Cl- ED, N re Z!!�2 22'! P.Pe.End,RINT IUVI Sh-l- AD NI CII,d DRDIM A A Tpr.pI,ID,d,b-PIL yI.-EI RI III C,C Rd U- G 0-ld.P� Dept IM573761S DI 45 N.A1-1 2M7 Ad. Meddidd, COMPLETE L DR.-M-lP. NI S-,Hil T3 7 -IMA5350 EI IN 2 y N.�e III CI Rd 21 DEED F UNI RN 11C113358 1-22 D, N.Pe 0 0 NIRI Dem P.PEnd,RINI IM57377 1 IN - S1PE,d I TGI 18 N.A11,1 I Sh-l- A, NI III-NI CILCd 2M7 Ad. Med- COMPLETE 2 y DR.- 1.1-eld.,-d P N N.1 Sl-HRIPWI SIMIP -MEL(RD -IM.45350 IIL CAT Ed U.CK Rd 1K12327 1- D- 11- Dr, N.n 2 0 G-1,11A,PI. P-Pe-DM Rld- 17-141W 01 G.1.9 SIDdLIC L9 N.ALE-1 111.1 S-1- A, N.1 P.-d CRIVINGA A A s-for-PRIP 2MG Ad. M- COMPLETE L 2 y L.L.APPI, R I-CIIII .Red.1.1d F G N --- -1-53550 IIL G.P951OP& 35 N.APP-1 111.1 2 y DA CAT Rd U.CK Rd -442327 LE-5 SICI LAIL,C, 11- Dr, N1ne 2 0 0-PIA,NIP.PIlt N,PIM D.A RIP- 1-55 1 IN S-1- A, N.1 EIII,d 2MG MIWII COMPLETE 2 y AVI I P.-I, M 0 N NI 1 43.13391723 -116.4535-S- �7 U-Rd CAT Rd -26676 LE- CI- 2 0 L R P 16841-JE -uD GIRI-RIM 19 N. ld�� Sh-l- ILI, N.1 EP,11,d DELPINGAAMPPRIPA-r-, '2 :12 3 y y H.d 0,1-lid, R R I- EGR- M I N �All H,,h-,S -1-5-1 IIL NIP. Ad U-Rd CAT Rd LNC426676 16- D-.11- CI- WO N- 2 0 d1A.NIP. R 1 1041MIW 1UI T.PIRI II-d M- III- -Al NI RIld Ad. Merd OCI 2 LI OP`D-I 1.I-C- M I N N., 1-HAP.., -WGR71 -.4534951 IIL Tmal Pmd. Sh Tmalmmnm. USTICK&MCDERMOTT R—Tt Criteria: AaldnmN nnoflm Rnrerenm Sweat Coda-Id..Dam SM,Itl 4 M1t Wet/0 rSun Cond O atARlns In P. ROPakentYYYY Co Feot Reined M1AP.1—O,1P. —T.Orc umn.ral a Wolkxam—Rd St mtRudn ude ew Paitlem mkk Rd 10/14nm01s:z4 z00556906 PC5 Clear M1er e0 MaCoun sM1erlH anise SUv/Crossover Idaho Snauee�ranaR ected 30 Pda Pn le DO Hlnn 5ellerc ztkk Rd 10/14nmO La:z4 200556906 PC5 Clear 0 Ma Coun sM1erlH anise Wasnin n eema DRmxGaaaSm rarsm z 30 Ma Pn le Failed mYkltl Off xl M1w ztkk Rd 9/z5nm01Tne 200555092 PC5 Clear 1 MaCoun s SUv/Crossover LO 11 Idaho 30 Ma An le Failed m Yleltl of Hl Fw UlIll Rd 9/z5nm0 D%e zOC Clear 1 Ma Coun s Idaho z0 Ada An le ai Hl nw 9/z1nm016M 3a554TUT PCS Clear 0 Ma Coon s SUV/Cross ' I tIF"c nano 30 Ma An le Faded m Yleltl of Hl M1w 9/nn0z016M 3a554TUT PC5 near 0 Ma Coun zberllH Solze SUv/Crossover Idaho z0 Ada An le ai Hl M1w 9/nnpz016:44 3a Clear 0 Macoon sM1erlH anise n ed lnTMik Idaho z0 Pad M le ai Hl M1w 9/z6nof91730 19C Clear 0 Ma Coun sbedff anise Ilano emeE x 19 Ada M le iznearo obe St aril M1 UlIkk RI9/z6nof91]90 19C Clear 0 Ma[oun snerlx anise SUWCrossover Idaho erred rvo 19 Ada An le ai Hl M1w 112312019113 19C Clou Snerli!Caldwell ossi6le11 erred xot C¢etl M le Failed IIIII ai xl M1 UlIkk RI T/z3n01916:31 19C aou Snedff Caldwell SUWCrozsover meno Sh-d Lea�s eaed not Cltea M le aril M1 5/5nOf91z:16 19C Clear 3 AM,Counousnedff Lolse SOWCTozsover Idaho IxGAAASm fo 9 Ada n Faded.Cbe Sld,SIRLD I I oP NO— UlIkk RI m SO 5/5nO91z16 19C Clear 3 Ada C..PW medfr anise Idaho 19 Ma Meridian Cai xi M1w 7 UlIkk RI SO 4/zn0v9 La:14 19C 1 MaCoun SM1edP Lolse Iaano IxGAAAsto l0 19 Ma Meritllan CO Polledm Obe St ai Hl M1 UlIkk RI Ed 4/zn0v91a:14 19C 1 MaCoun meth!E. Idaho ARCaa AA Dis ism .officer 19 Ma Meridian C AR le aixl M1 UlIkk RI Ed SO 232 10/1.0.1443 18[ Omr 1 Ma Coun medP Lolze Iyn TODIR Imno .Atla An le FRIDAl Yleltl UlIkk RI Ed SO 232 10118nOa 14:43 18[ Dear 1 Ma Coun medP Lolze Iaano 1F Ada An le 232 Rd Rd SO9nnolx nde tau Dear o Maemin medP aobe VUM1 w6aaamo roam zI 1a Pda Pn k Fxkamrkla ztkkM 9nno1a 1T:1a 18CA near 0 Ma Coun merle Lolze Califomk 1F Ada An le Ob od Rd Tnnolx neT tau near 1 Maemin medP aobe Imno 1a Ma an k21 .ID—PO Rd T/zn01a 1T:3T 18CA near 1MaCoun merle Lolze SOVORP—er P«tea Minor lnu Idaho rated 18 Ma 95deswi 0 nRektetl tt Rd .0.1T:3T 18CA near 1 MaCoun merle Lolze Ploku sm M1t Imno tatetl 18 Ma 9 Slde Swl e0 0 lama nRd z/z3/z0M a:041aC4 near herIPCaldwell Imno INGA A A Sm ror zm sl Seleev UlIkk Rd Rd SO 232 uz3/zolaa:u tau near eerie aiawell Imno mttea 10/31n01T 1T:33 1T clear t medP Caldwell Iaano NSaAAAax Intl 9 SIdel Swl eSame Failed mvieltl UlIkk RI AID—Rd SO 232 10/31nOLT 1T:33 1T Clear medP Caldwell Unknowne Unknown Slde Swl e 10/16/z0n T:54 n dear t medP caldwell ltlano nGAAAsm rmsm zl Failedm ore st ztkk Rd 10/16/z01TT:54 17 Clear t ShMP Gldwell ltlano oO Rd s/4nOn 16z4 n ❑ear 0 Ma Coun uShedP Lase PI<W Imno M ZZ, C ott Rd s/4nOn 18:z4 n Cear 0 Ma Coun SnedP Lam rc @ .TIWd Iaano ChM 2POI Ad. medaian COMPLETE 2 2 Y y III Pn Ie OPIP IS ztkk Rd 5/12nmT1T:41 DR, clear SnedP Caldwell Pkku Iaano REA A A wp ror mp db,R 2017 M111h.n COMPLETE 1 2 Y y 101.99 An le Failed m Obel St ztkk as 5/1anOn 1T:41 1T Clear SM1edP Caldwell 1T Ma IS UlIkk RI .1.1—Ed SO 232 n/ILnO-58 16[14 mrk NO SRWL hts dear 0 Pda CounWSM1edP Lam Imno IHGAAASm NIM z 16 Ma A le Faded mYkW 1u.en016zz:5a LROO1 Dark,N.S—Ll Ms near 0 MaCoun SM1edP Lam SUV/Crossover Id,no ot[ttea 16 Ma TOMS H nwa 5 6/z9no16 20:01 L6u Clor 1 Maeoun snedP Lase In 1-11 Idaho Snoulderanal, Merldan C uT9n016z0:o1 16u aor 1 MaCoun snedP Lam moulderana l4MN NotCRM MerlElan C An les/nno1e 14ss 16u don z Maew,n medP Lmse cro,mver Im snoxmeranauDR In6aaasm roan z Menaian a Pn k anedmvleia5/z1n01614:55 16U aou 3 MaCoun medP Lolze evade snoulderand lanotttltetl MerlElan C Pn le nRelatetl FPlIkk RdSO 232v6nOib1Oil X clear herlP Gldwell Iaano znoulderand laDRmn6AAA5m rnrsm z An le DIledmYleltl Select1/6nO61045 16U aor nenP Gldwell Imno znoulderand la M le H na S SeleO ztkk Ra dRd 1/6n016 v56 16Cq near Caldwell SUv/aozsover Iaano Snodlderand laDR IRGA A A Sm roams An le SeleOztkk Rd od Rd 1/6n016 v:56 16u Cear Caldwell Pkku Wasnin o Nott Cttetl Pn le SeleO Appendix F Year 2025 Background Traffic Operation Worksheets — Before SH-16 Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 \v OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS 0 �6 Intersection Intersection Intersection 11W Not Applicable Not Applicable Not Applicable This Scenario This Scenario This Scenario Q STAR RD/ OWYHEE STORM AVE/ ERSATZ PL(GLASSFORD AVE)/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD fD M 0 �40 18-0$ 9--s 410- F8 5 16 3810- F11 74---Po- F25 7410- F25 37 13 19---10. F7 �5 12� s,-4 4� �25 32—., 19—.14 9—., I M 1W IN I N N O N 16 MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD 20_26 O US 20/26 (Chinden Blvd) O m' o 1L l � T 25---IN- F16 54---IN- F16 � fD °o B A SITE c McMillan RoadAft a c) O 0 iv O En N EP n rt n 0 � D rt C rt o Q 3 D N m U / Ustick Rd —- Study Roadway Segment Gander Creek In-Process Figure Fi N Q-Study Intersection g -Study Access Intersection Weekday AM Peak Hour Meridian, ID F1-A IVF KITTELSON X &ASSOCIATES Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 OO OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS 0 20 Intersection Intersection Intersection 'I) r Not Applicable Not Applicable Not Applicable This Scenario This Scenario This Scenario m STAR RD/ OWYHEE STORM AVE/ ERSATZ PL(GLASSFORD AVE)/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD K K 26�5 18� F10 25� F36 49� F83 49� F83 F42 F21 -3 41 �12 12 83 21�� I N N O N 16 MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD 20_26 O US 20/26 (Chinden Blvd) O m' ry N� CD CD T R 3 `21 31 F 54 50---DI. F 54 � fD B o 3 A SITE c t MCMillan Roadl[I a c) O p 0, O En N EP n rt n 0 � D rt C rt o Q 3 D N m U / Ustick Rd - Study Roadway Segment Gander Creek In-Process Figure Fi N Q-Study Intersection g -Study Access Intersection Weekday PM Peak Hour Meridian, ID F1-6 IVF KITTELSON X &ASSOCIATES Queues Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Background 2025 Before SH16 AM Peak Hour t , Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 20 1048 189 122 747 167 254 33 33 v/c Ratio 0.05 0.64 0.21 0.40 0.37 0.62 0.64 0.19 0.29 Control Delay 10.0 23.5 3.7 12.4 13.6 44.3 15.5 34.6 34.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.0 23.5 3.7 12.4 13.6 44.3 15.5 34.6 34.8 Queue Length 50th(ft) 5 275 0 31 117 93 11 17 8 Queue Length 95th(ft) 17 437 44 67 246 162 91 43 42 Internal Link Dist(ft) 4871 2550 5193 384 Turn Bay Length(ft) 300 450 300 80 80 Base Capacity(vph) 620 1644 880 437 2006 416 525 453 399 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.64 0.21 0.28 0.37 0.40 0.48 0.07 0.08 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Background 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(vph) 19 985 178 115 685 17 157 17 222 31 12 19 Future Volume(vph) 19 985 178 115 685 17 157 17 222 31 12 19 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 14 14 12 12 12 12 12 12 12 12 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.86 1.00 0.91 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 3353 1600 1643 3311 1676 1467 1710 1636 Flt Permitted 0.37 1.00 1.00 0.17 1.00 0.38 1.00 1.00 1.00 Satd. Flow(perm) 663 3353 1600 288 3311 666 1467 1800 1636 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow(vph) 20 1048 189 122 729 18 167 18 236 33 13 20 RTOR Reduction(vph) 0 0 95 0 1 0 0 208 0 0 19 0 Lane Group Flow(vph) 20 1048 94 122 746 0 167 46 0 33 14 0 Heavy Vehicles(%) 0% 2% 2% 11% 3% 0% 2% 0% 6% 0% 0% 0% Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 8 4 Actuated Green, G(s) 55.5 53.5 53.5 69.3 60.4 23.7 12.9 7.4 3.6 Effective Green,g(s) 55.5 53.5 53.5 69.3 60.4 23.7 12.9 7.4 3.6 Actuated g/C Ratio 0.52 0.50 0.50 0.65 0.56 0.22 0.12 0.07 0.03 Clearance Time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 2.0 3.0 3.0 2.0 3.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 363 1674 799 298 1867 270 176 121 54 v/s Ratio Prot 0.00 c0.31 c0.03 c0.23 c0.08 0.03 0.01 0.01 v/s Ratio Perm 0.03 0.06 0.23 c0.06 0.01 v/c Ratio 0.06 0.63 0.12 0.41 0.40 0.62 0.26 0.27 0.25 Uniform Delay,d1 12.6 19.5 14.3 10.7 13.1 36.3 42.8 47.3 50.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 1.8 0.3 0.3 0.6 3.0 0.3 0.4 0.9 Delay(s) 12.6 21.3 14.6 11.0 13.8 39.2 43.1 47.8 51.3 Level of Service B C B B B D D D D Approach Delay(s) 20.1 13.4 41.6 49.6 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 22.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length(s) 107.1 Sum of lost time(s) 28.0 Intersection Capacity Utilization 78.4% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Background 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(veh/h) 19 985 178 115 685 17 157 17 222 31 12 19 Future Volume(veh/h) 19 985 178 115 685 17 157 17 222 31 12 19 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1772 1843 1711 1758 1800 1772 1800 1716 1800 1800 1800 Adj Flow Rate,veh/h 20 1048 189 122 729 18 167 18 236 33 13 20 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 0 2 2 11 3 0 2 0 6 0 0 0 Cap,vehlh 364 1551 720 257 1656 41 369 20 263 145 70 107 Arrive On Green 0.02 0.46 0.46 0.06 0.50 0.50 0.10 0.18 0.18 0.03 0.11 0.11 Sat Flow,vehlh 1714 3367 1562 1630 3331 82 1688 109 1433 1714 639 984 Grp Volume(v),veh/h 20 1048 189 122 365 382 167 0 254 33 0 33 Grp Sat Flow(s),vehlh/In 1714 1683 1562 1630 1670 1743 1688 0 1542 1714 0 1623 Q Serve(g_s),s 0.6 25.4 7.7 4.1 14.7 14.7 8.8 0.0 16.8 1.8 0.0 1.9 Cycle Q Clear(g_c),s 0.6 25.4 7.7 4.1 14.7 14.7 8.8 0.0 16.8 1.8 0.0 1.9 Prop In Lane 1.00 1.00 1.00 0.05 1.00 0.93 1.00 0.61 Lane Grp Cap(c),veh/h 364 1551 720 257 830 866 369 0 283 145 0 177 V/C Ratio(X) 0.05 0.68 0.26 0.47 0.44 0.44 0.45 0.00 0.90 0.23 0.00 0.19 Avail Cap(c_a),vehlh 624 1551 720 445 830 866 566 0 340 473 0 358 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 14.7 22.0 17.2 17.4 16.9 16.9 34.2 0.0 41.6 39.8 0.0 42.2 Incr Delay(d2),s/veh 0.0 2.4 0.9 0.5 1.7 1.6 0.3 0.0 20.6 0.3 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(50%),veh/In 0.2 9.3 2.7 1.3 5.3 5.5 3.4 0.0 7.6 0.8 0.0 0.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 14.8 24.4 18.1 17.9 18.6 18.5 34.5 0.0 62.1 40.1 0.0 42.4 LnGrp LOS B C B B B B C A E D A D Approach Vol,vehlh 1257 869 421 66 Approach Delay,s/veh 23.3 18.4 51.2 41.3 Approach LOS C B D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.2 58.8 17.9 18.3 13.0 55.0 10.1 26.1 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 18.0 48.0 23.0 23.0 18.0 48.0 23.0 23.0 Max Q Clear Time(g_c+ll),s 2.6 16.7 10.8 3.9 6.1 27.4 3.8 18.8 Green Ext Time(p-c),s 0.0 4.1 0.2 0.1 0.1 7.3 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 26.6 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 3 Queues Cole Valley Christian School TIS 2: Star Road & McMillan Road Background 2025 Before SH16 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 31 81 23 229 2 337 213 330 v/c Ratio 0.11 0.20 0.07 0.59 0.01 0.75 0.40 0.35 Control Delay 22.8 29.7 22.5 25.5 12.0 37.9 12.4 14.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.8 29.7 22.5 25.5 12.0 37.9 12.4 14.0 Queue Length 50th(ft) 10 27 8 56 0 147 51 84 Queue Length 95th(ft) 35 87 28 155 4 292 113 222 Internal Link Dist(ft) 5103 2580 5185 5224 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 533 1170 564 1079 721 1101 639 1187 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.07 0.04 0.21 0.00 0.31 0.33 0.28 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 4 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 2: Star Road & McMillan Road Background 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 28 70 3 21 51 155 2 275 28 192 288 9 Future Volume(vph) 28 70 3 21 51 155 2 275 28 192 288 9 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.89 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1790 1710 1597 1710 1683 1710 1775 Flt Permitted 0.43 1.00 0.70 1.00 0.56 1.00 0.33 1.00 Satd. Flow(perm) 775 1790 1268 1597 1011 1683 589 1775 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 31 78 3 23 57 172 2 306 31 213 320 10 RTOR Reduction(vph) 0 1 0 0 83 0 0 2 0 0 1 0 Lane Group Flow(vph) 31 80 0 23 146 0 2 335 0 213 329 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 6% 0% 0% 1% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 19.6 16.4 17.2 15.2 26.2 25.5 45.6 38.9 Effective Green, g(s) 19.6 16.4 17.2 15.2 26.2 25.5 45.6 38.9 Actuated g/C Ratio 0.24 0.20 0.21 0.19 0.32 0.31 0.56 0.47 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 221 358 276 296 328 523 520 842 v/s Ratio Prot c0.01 0.04 0.00 c0.09 0.00 c0.20 c0.07 0.19 v/s Ratio Perm 0.03 0.02 0.00 0.16 v/c Ratio 0.14 0.22 0.08 0.49 0.01 0.64 0.41 0.39 Uniform Delay,d1 24.3 27.5 26.0 29.9 19.0 24.3 10.5 13.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.3 0.0 1.3 0.0 2.7 0.2 0.3 Delay(s) 24.4 27.8 26.0 31.2 19.0 27.0 10.7 14.2 Level of Service C C C C B C B B Approach Delay(s) 26.9 30.8 26.9 12.8 Approach LOS C C C B Intersection Summary HCM 2000 Control Delay 21.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length(s) 82.0 Sum of lost time(s) 24.0 Intersection Capacity Utilization 65.4% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 5 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 2: Star Road & McMillan Road Background 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 28 70 3 21 51 155 2 275 28 192 288 9 Future Volume(veh/h) 28 70 3 21 51 155 2 275 28 192 288 9 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1716 1800 1800 1786 1800 Adj Flow Rate,veh/h 31 78 3 23 57 172 2 306 31 213 320 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 0 0 0 6 0 0 1 0 Cap,vehlh 244 343 13 383 76 229 363 385 39 392 632 20 Arrive On Green 0.03 0.20 0.20 0.03 0.19 0.19 0.00 0.25 0.25 0.12 0.37 0.37 Sat Flow,vehlh 1714 1722 66 1714 395 1191 1714 1533 155 1714 1722 54 Grp Volume(v),veh/h 31 0 81 23 0 229 2 0 337 213 0 330 Grp Sat Flow(s),vehlh/In 1714 0 1788 1714 0 1586 1714 0 1688 1714 0 1776 Q Serve(g_s),s 0.8 0.0 2.3 0.6 0.0 8.1 0.1 0.0 11.1 5.0 0.0 8.6 Cycle Q Clear(g_c),s 0.8 0.0 2.3 0.6 0.0 8.1 0.1 0.0 11.1 5.0 0.0 8.6 Prop In Lane 1.00 0.04 1.00 0.75 1.00 0.09 1.00 0.03 Lane Grp Cap(c),veh/h 244 0 356 383 0 305 363 0 424 392 0 652 V/C Ratio(X) 0.13 0.00 0.23 0.06 0.00 0.75 0.01 0.00 0.79 0.54 0.00 0.51 Avail Cap(c_a),vehlh 736 0 1327 886 0 1176 908 0 1252 739 0 1318 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 18.7 0.0 19.9 18.4 0.0 22.6 16.5 0.0 20.8 13.9 0.0 14.6 Incr Delay(d2),s/veh 0.1 0.0 0.3 0.0 0.0 3.7 0.0 0.0 3.4 0.4 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.3 0.0 0.8 0.2 0.0 2.9 0.0 0.0 4.0 1.5 0.0 2.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 18.8 0.0 20.2 18.4 0.0 26.4 16.5 0.0 24.2 14.3 0.0 15.2 LnGrp LOS B A C B A C B A C B A B Approach Vol,vehlh 112 252 339 543 Approach Delay,s/veh 19.8 25.6 24.1 14.9 Approach LOS B C C B Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 8.0 17.4 6.2 27.8 7.6 17.8 13.0 20.9 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 2.8 10.1 2.1 10.6 2.6 4.3 7.0 13.1 Green Ext Time(p-c),s 0.0 1.3 0.0 1.8 0.0 0.4 0.2 1.8 Intersection Summary HCM 6th Ctrl Delay 20.0 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 6 Queues Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Background 2025 Before SH16 AM Peak Hour --10. 4--- Lane Group EBT WBL WBT NBL NBR Lane Group Flow(vph) 331 292 111 148 190 v/c Ratio 0.70 0.47 0.10 0.46 0.43 Control Delay 25.8 8.0 5.0 30.5 8.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 25.8 8.0 5.0 30.5 8.2 Queue Length 50th(ft) 80 39 13 48 0 Queue Length 95th(ft) 198 87 35 124 53 Internal Link Dist(ft) 2580 2551 5196 Turn Bay Length(ft) 150 Base Capacity(vph) 1240 800 1764 1123 1069 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.27 0.36 0.06 0.13 0.18 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 7 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Background 2025 Before SH16 AM Peak Hour --I- 4___ Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + r* Traffic Volume(vph) 110 188 263 100 133 171 Future Volume(vph) 110 188 263 100 133 171 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.91 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1647 1710 1800 1710 1530 Flt Permitted 1.00 0.30 1.00 0.95 1.00 Satd. Flow(perm) 1647 536 1800 1710 1530 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 122 209 292 111 148 190 RTOR Reduction(vph) 56 0 0 0 0 154 Lane Group Flow(vph) 275 0 292 111 148 36 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% Turn Type NA pm+pt NA Prot Prot Protected Phases 6 5 2 8 8 Permitted Phases 2 Actuated Green,G(s) 15.8 37.6 37.6 11.6 11.6 Effective Green, g(s) 15.8 37.6 37.6 11.6 11.6 Actuated g/C Ratio 0.26 0.61 0.61 0.19 0.19 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 2.0 3.0 2.0 2.0 Lane Grp Cap(vph) 425 632 1105 324 290 v/s Ratio Prot c0.17 c0.12 0.06 c0.09 0.02 v/s Ratio Perm 0.16 v/c Ratio 0.65 0.46 0.10 0.46 0.12 Uniform Delay,d1 20.2 6.7 4.8 22.0 20.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.4 0.2 0.0 0.4 0.1 Delay(s) 23.6 6.9 4.9 22.4 20.7 Level of Service C A A C C Approach Delay(s) 23.6 6.3 21.4 Approach LOS C A C Intersection Summary HCM 2000 Control Delay 16.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length(s) 61.2 Sum of lost time(s) 18.0 Intersection Capacity Utilization 57.0% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 8 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Background 2025 Before SH16 AM Peak Hour --I- 4--- Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + r* Traffic Volume(veh/h) 110 188 263 100 133 171 Future Volume(veh/h) 110 188 263 100 133 171 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 122 209 292 111 148 190 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 0 0 Cap,vehlh 161 275 501 987 350 311 Arrive On Green 0.27 0.27 0.15 0.55 0.20 0.20 Sat Flow,vehlh 596 1021 1714 1800 1714 1525 Grp Volume(v),veh/h 0 331 292 111 148 190 Grp Sat Flow(s),vehlh/In 0 1616 1714 1800 1714 1525 Q Serve(g_s),s 0.0 9.1 5.3 1.4 3.6 5.5 Cycle Q Clear(g_c),s 0.0 9.1 5.3 1.4 3.6 5.5 Prop In Lane 0.63 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 0 436 501 987 350 311 V/C Ratio(X) 0.00 0.76 0.58 0.11 0.42 0.61 Avail Cap(c_a),vehlh 0 1467 1084 2748 1379 1227 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 0.0 16.3 10.1 5.3 16.8 17.5 Incr Delay(d2),s/veh 0.0 2.7 0.4 0.0 0.3 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 2.9 1.2 0.3 1.3 1.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 19.0 10.5 5.3 17.1 18.3 LnGrp LOS A B B A B B Approach Vol,vehlh 331 403 338 Approach Delay,s/veh 19.0 9.1 17.8 Approach LOS B A B Timer-Assigned Phs 2 5 6 8 Phs Duration(G+Y+Rc),s 32.6 13.5 19.1 15.9 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 74.0 24.0 44.0 39.0 Max Q Clear Time(g_c+I1),s 3.4 7.3 11.1 7.5 Green Ext Time(p-c),s 0.6 0.3 2.0 0.5 Intersection Summary HCM 6th Ctrl Delay 14.9 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 02/08/2022 Page 9 HCM 6th TWSC Cole Valley Christian School TIS 4: Glassford Ave & McMillan Road Background 2025 Before SH16 AM Peak Hour Intersection Int Delay,s/veh 1.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + Traffic Vol,veh/h 279 4 25 316 11 68 Future Vol,veh/h 279 4 25 316 11 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 50 - 0 Veh in Median Storage,# 0 - 0 1 Grade,% 0 - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 303 4 27 343 12 74 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 307 0 702 305 Stage 1 - - - - 305 - Stage 2 - 397 - 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 - 1254 404 735 Stage 1 - 748 - Stage 2 - - 679 - Platoon blocked, % Mov Cap-1 Maneuver - 1254 395 735 Mov Cap-2 Maneuver - 500 - Stage 1 - 748 Stage 2 664 Approach EB WB NB HCM Control Delay,s 0 0.6 11 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 690 1254 HCM Lane V/C Ratio 0.124 0.022 HCM Control Delay(s) 11 - 7.9 HCM Lane LOS B A HCM 95th%tile Q(veh) 0.4 - 0.1 Kittelson&Associates Synchro 11 Report 03/16/2022 Page 1 HCM 6th AWSC Cole Valley Christian School TIS 5: Mcdermott Road & McMillan Road Background 2025 Before SH16 AM Peak Hour Intersection Intersection Delay,s/veh17.1 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 43 291 40 24 318 90 35 50 26 44 51 28 Future Vol,veh/h 43 291 40 24 318 90 35 50 26 44 51 28 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 0 0 0 0 0 0 0 2 0 0 2 0 Mvmt Flow 48 323 44 27 353 100 39 56 29 49 57 31 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 17.3 20 11.5 11.7 HCM LOS C C B B Lane NBLn1 EBLnlWBLnl SBLn1 Vol Left, % 32% 11% 6% 36% Vol Thru,% 45% 78% 74% 41% Vol Right, % 23% 11% 21% 23% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 111 374 432 123 LT Vol 35 43 24 44 Through Vol 50 291 318 51 RT Vol 26 40 90 28 Lane Flow Rate 123 416 480 137 Geometry Grp 1 1 1 1 Degree of Util(X) 0.225 0.627 0.703 0.248 Departure Headway(Hd) 6.573 5.428 5.274 6.543 Convergence,Y/N Yes Yes Yes Yes Cap 549 661 677 552 Service Time 4.578 3.515 3.358 4.549 HCM Lane V/C Ratio 0.224 0.629 0.709 0.248 HCM Control Delay 11.5 17.3 20 11.7 HCM Lane LOS B C C B HCM 95th-tile Q 0.9 4.4 5.8 1 Kittelson&Associates Synchro 11 Report 02/08/2022 Page 10 MOVEMENT SUMMARY Site: 6 [Rustic Oak/ McMillan] Background 2025 Before SH16AM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Rustic Oak Way 3 L2 26 0.0 0.101 4.9 LOS A 0.4 10.6 0.49 0.39 0.49 34.5 8 T1 8 0.0 0.101 4.9 LOS A 0.4 10.6 0.49 0.39 0.49 34.4 18 R2 58 0.0 0.101 4.9 LOS A 0.4 10.6 0.49 0.39 0.49 33.4 Approach 91 0.0 0.101 4.9 LOS A 0.4 10.6 0.49 0.39 0.49 33.8 East: McMillan Road 1 L2 10 0.0 0.362 6.2 LOS A 2.2 56.3 0.29 0.14 0.29 34.7 6 T1 426 0.0 0.362 6.2 LOS A 2.2 56.3 0.29 0.14 0.29 34.6 16 R2 23 11.0 0.362 6.6 LOS A 2.2 56.3 0.29 0.14 0.29 33.3 Approach 459 0.6 0.362 6.3 LOS A 2.2 56.3 0.29 0.14 0.29 34.5 North: Rustic Oak Way 7 L2 28 0.0 0.063 4.8 LOS A 0.3 6.4 0.50 0.40 0.50 34.0 4 T1 1 0.0 0.063 4.8 LOS A 0.3 6.4 0.50 0.40 0.50 33.8 14 R2 26 0.0 0.063 4.8 LOS A 0.3 6.4 0.50 0.40 0.50 32.9 Approach 54 0.0 0.063 4.8 LOS A 0.3 6.4 0.50 0.40 0.50 33.5 West: McMillan Road 5 L2 46 0.0 0.307 5.4 LOS A 1.8 45.4 0.18 0.07 0.18 34.8 2 T1 341 0.0 0.307 5.4 LOS A 1.8 45.4 0.18 0.07 0.18 34.7 12 R2 20 0.0 0.307 5.4 LOS A 1.8 45.4 0.18 0.07 0.18 33.7 Approach 407 0.0 0.307 5.4 LOS A 1.8 45.4 0.18 0.07 0.18 34.7 All Vehicles 1011 0.3 0.362 5.7 LOS A 2.2 56.3 0.27 0.15 0.27 34.5 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 i Copyright©2000-2019 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Monday,January 24,2022 6:19:31 PM Project: H:\26\26392-Cole Valley Christian Schooksidra\26392_Background Before 16_AM_RusticOak-McMillan.sip8 HCM 6th AWSC Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Background 2025 Before SH16 AM Peak Hour Intersection Intersection Delay,s/veh 88.6 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 82 271 45 29 252 37 33 246 69 39 216 122 Future Vol,veh/h 82 271 45 29 252 37 33 246 69 39 216 122 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 Heavy Vehicles, % 0 0 0 4 0 3 0 4 2 0 1 0 Mvmt Flow 90 298 49 32 277 41 36 270 76 43 237 134 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 117.4 62.6 73.9 93.6 HCM LOS F F F F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 9% 21% 9% 10% Vol Thru,% 71% 68% 79% 57% Vol Right, % 20% 11% 12% 32% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 348 398 318 377 LT Vol 33 82 29 39 Through Vol 246 271 252 216 RT Vol 69 45 37 122 Lane Flow Rate 382 437 349 414 Geometry Grp 1 1 1 1 Degree of Util(X) 0.976 1.129 0.919 1.054 Departure Headway(Hd) 9.958 9.624 10.237 9.669 Convergence,Y/N Yes Yes Yes Yes Cap 367 381 356 377 Service Time 7.958 7.624 8.237 7.669 HCM Lane V/C Ratio 1.041 1.147 0.98 1.098 HCM Control Delay 73.9 117.4 62.6 93.6 HCM Lane LOS F F F F HCM 95th-tile Q 11 16 9.4 13.5 Kittelson&Associates Synchro 11 Report 02/22/2022 Page 1 Queues Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Background 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 74 248 168 211 249 52 153 568 133 116 660 35 v/c Ratio 0.20 0.63 0.38 0.51 0.45 0.09 0.50 0.58 0.25 0.35 0.69 0.07 Control Delay 18.8 40.3 10.9 22.5 30.0 0.3 21.2 29.5 8.5 18.4 32.9 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.8 40.3 10.9 22.5 30.0 0.3 21.2 29.5 8.5 18.4 32.9 0.3 Queue Length 50th(ft) 23 123 11 72 110 0 48 136 7 35 165 0 Queue Length 95th(ft) 61 240 69 155 226 0 105 234 54 82 285 0 Internal Link Dist(ft) 5200 1590 5209 816 Turn Bay Length(ft) 115 100 100 115 185 85 295 100 Base Capacity(vph) 541 649 632 452 659 637 422 1395 702 466 1396 640 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.38 0.27 0.47 0.38 0.08 0.36 0.41 0.19 0.25 0.47 0.05 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 12 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Background 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(vph) 68 228 155 194 229 48 141 523 122 107 607 32 Future Volume(vph) 68 228 155 194 229 48 141 523 122 107 607 32 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1710 1800 1500 1676 1782 1530 1710 3288 1500 1710 3320 1366 Flt Permitted 0.60 1.00 1.00 0.35 1.00 1.00 0.23 1.00 1.00 0.33 1.00 1.00 Satd. Flow(perm) 1088 1800 1500 618 1782 1530 420 3288 1500 594 3320 1366 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 74 248 168 211 249 52 153 568 133 116 660 35 RTOR Reduction(vph) 0 0 110 0 0 36 0 0 80 0 0 25 Lane Group Flow(vph) 74 248 58 211 249 16 153 568 53 116 660 10 Heavy Vehicles(%) 0% 0% 2% 2% 1% 0% 0% 4% 2% 0% 3% 12% Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 2 8 8 4 4 Actuated Green,G(s) 26.2 20.5 20.5 38.1 27.4 27.4 35.6 26.2 26.2 33.6 25.2 25.2 Effective Green, g(s) 26.2 20.5 20.5 38.1 27.4 27.4 35.6 26.2 26.2 33.6 25.2 25.2 Actuated g/C Ratio 0.30 0.23 0.23 0.43 0.31 0.31 0.41 0.30 0.30 0.38 0.29 0.29 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 365 420 350 420 556 478 308 982 448 334 953 392 v/s Ratio Prot 0.01 c0.14 c0.07 0.14 c0.05 0.17 0.03 c0.20 v/s Ratio Perm 0.05 0.04 0.15 0.01 0.15 0.04 0.10 0.01 v/c Ratio 0.20 0.59 0.17 0.50 0.45 0.03 0.50 0.58 0.12 0.35 0.69 0.03 Uniform Delay,d1 22.5 29.9 26.8 16.9 24.1 21.0 17.9 26.1 22.4 18.2 27.8 22.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 2.6 0.3 0.3 0.8 0.0 0.5 1.0 0.2 0.2 2.4 0.0 Delay(s) 22.6 32.5 27.1 17.2 24.9 21.0 18.3 27.1 22.5 18.4 30.2 22.5 Level of Service C C C B C C B C C B C C Approach Delay(s) 29.1 21.3 24.8 28.2 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 25.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length(s) 87.7 Sum of lost time(s) 20.0 Intersection Capacity Utilization 66.6% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 13 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Background 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(veh/h) 68 228 155 194 229 48 141 523 122 107 607 32 Future Volume(veh/h) 68 228 155 194 229 48 141 523 122 107 607 32 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1772 1772 1786 1800 1800 1744 1772 1800 1758 1632 Adj Flow Rate,veh/h 74 248 168 211 249 52 153 568 133 116 660 35 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,% 0 0 2 2 1 0 0 4 2 0 3 12 Cap,vehlh 362 353 294 382 471 402 348 1036 470 354 983 407 Arrive On Green 0.06 0.20 0.20 0.12 0.26 0.26 0.09 0.31 0.31 0.07 0.29 0.29 Sat Flow,vehlh 1714 1800 1502 1688 1786 1525 1714 3313 1502 1714 3340 1383 Grp Volume(v),veh/h 74 248 168 211 249 52 153 568 133 116 660 35 Grp Sat Flow(s),vehlh/In 1714 1800 1502 1688 1786 1525 1714 1657 1502 1714 1670 1383 Q Serve(g_s),s 2.3 8.6 6.8 6.3 8.0 1.7 4.1 9.5 4.5 3.1 11.6 1.2 Cycle Q Clear(g_c),s 2.3 8.6 6.8 6.3 8.0 1.7 4.1 9.5 4.5 3.1 11.6 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 362 353 294 382 471 402 348 1036 470 354 983 407 V/C Ratio(X) 0.20 0.70 0.57 0.55 0.53 0.13 0.44 0.55 0.28 0.33 0.67 0.09 Avail Cap(c_a),vehlh 651 807 674 552 801 684 584 1734 786 621 1748 724 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 19.7 25.1 24.3 17.5 21.1 18.8 15.3 19.1 17.3 15.2 20.8 17.1 Incr Delay(d2),s/veh 0.1 3.6 2.5 0.5 1.3 0.2 0.3 0.6 0.5 0.2 1.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.8 3.6 2.4 2.1 3.0 0.6 1.4 3.3 1.4 1.1 4.2 0.4 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 19.8 28.7 26.8 18.0 22.4 19.0 15.6 19.7 17.8 15.4 21.9 17.2 LnGrp LOS B C C B C B B B B B C B Approach Vol,vehlh 490 512 854 811 Approach Delay,s/veh 26.7 20.2 18.7 20.8 Approach LOS C C B C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 8.7 22.6 10.8 24.7 13.3 18.1 9.6 25.9 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 15.0 30.0 15.0 35.0 15.0 30.0 15.0 35.0 Max Q Clear Time(g_c+I1),s 4.3 10.0 6.1 13.6 8.3 10.6 5.1 11.5 Green Ext Time(p-c),s 0.0 1.9 0.1 6.1 0.2 2.5 0.1 5.9 Intersection Summary HCM 6th Ctrl Delay 21.1 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 14 Queues Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Background 2025 Before SH16 AM Peak Hour t Lane Group EBL EBT WBL WBT NBT SBT Lane Group Flow(vph) 21 427 20 541 166 151 v/c Ratio 0.05 0.42 0.04 0.53 0.51 0.44 Control Delay 7.4 9.4 7.2 11.0 20.8 18.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.4 9.4 7.2 11.0 20.8 18.9 Queue Length 50th(ft) 2 61 2 86 30 26 Queue Length 95th(ft) 13 151 12 209 95 84 Internal Link Dist(ft) 2550 5184 1239 5192 Turn Bay Length(ft) 150 150 Base Capacity(vph) 638 1569 799 1581 798 843 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.27 0.03 0.34 0.21 0.18 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 15 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Background 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 19 342 42 18 470 17 62 62 25 40 71 25 Future Volume(vph) 19 342 42 18 470 17 62 62 25 40 71 25 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 7.0 7.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.99 0.98 0.97 Flt Protected 0.95 1.00 0.95 1.00 0.98 0.99 Satd. Flow(prot) 1710 1770 1710 1782 1723 1730 Flt Permitted 0.40 1.00 0.50 1.00 0.80 0.84 Satd. Flow(perm) 721 1770 902 1782 1401 1479 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 21 380 47 20 522 19 69 69 28 44 79 28 RTOR Reduction(vph) 0 6 0 0 2 0 0 11 0 0 13 0 Lane Group Flow(vph) 21 421 0 20 539 0 0 155 0 0 138 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 13% 0% 0% 0% 0% 0% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6 2 8 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 22.9 22.9 22.9 22.9 8.1 8.1 Effective Green, g(s) 22.9 22.9 22.9 22.9 8.1 8.1 Actuated g/C Ratio 0.52 0.52 0.52 0.52 0.18 0.18 Clearance Time(s) 6.0 6.0 6.0 6.0 7.0 7.0 Vehicle Extension(s) 3.5 3.5 3.5 3.5 2.0 2.0 Lane Grp Cap(vph) 375 921 469 927 257 272 v/s Ratio Prot 0.24 c0.30 v/s Ratio Perm 0.03 0.02 c0.11 0.09 v/c Ratio 0.06 0.46 0.04 0.58 0.60 0.51 Uniform Delay,d1 5.2 6.6 5.2 7.3 16.5 16.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.4 0.0 1.0 2.7 0.5 Delay(s) 5.3 7.1 5.2 8.3 19.2 16.7 Level of Service A A A A B B Approach Delay(s) 7.0 8.1 19.2 16.7 Approach LOS A A B B Intersection Summary HCM 2000 Control Delay 10.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length(s) 44.0 Sum of lost time(s) 13.0 Intersection Capacity Utilization 51.4% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 16 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Background 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 19 342 42 18 470 17 62 62 25 40 71 25 Future Volume(veh/h) 19 342 42 18 470 17 62 62 25 40 71 25 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1617 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 21 380 47 20 522 19 69 69 28 44 79 28 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 0 13 0 0 0 0 0 0 Cap,vehlh 394 685 85 476 753 27 251 121 43 205 155 49 Arrive On Green 0.44 0.44 0.44 0.44 0.44 0.44 0.16 0.16 0.16 0.16 0.16 0.16 Sat Flow,vehlh 878 1571 194 976 1726 63 587 776 277 379 993 312 Grp Volume(v),veh/h 21 0 427 20 0 541 166 0 0 151 0 0 Grp Sat Flow(s),vehlh/In 878 0 1765 976 0 1789 1640 0 0 1684 0 0 Q Serve(g_s),s 0.6 0.0 5.7 0.5 0.0 7.8 0.3 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c),s 8.4 0.0 5.7 6.2 0.0 7.8 2.9 0.0 0.0 2.5 0.0 0.0 Prop In Lane 1.00 0.11 1.00 0.04 0.42 0.17 0.29 0.19 Lane Grp Cap(c),veh/h 394 0 770 476 0 781 416 0 0 408 0 0 V/C Ratio(X) 0.05 0.00 0.55 0.04 0.00 0.69 0.40 0.00 0.00 0.37 0.00 0.00 Avail Cap(c_a),vehlh 1085 0 2158 1244 0 2187 1273 0 0 1301 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 10.7 0.0 6.7 9.0 0.0 7.3 12.5 0.0 0.0 12.4 0.0 0.0 Incr Delay(d2),s/veh 0.1 0.0 0.8 0.0 0.0 1.3 0.2 0.0 0.0 0.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.1 0.0 0.8 0.1 0.0 1.2 0.7 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 10.7 0.0 7.4 9.0 0.0 8.6 12.8 0.0 0.0 12.6 0.0 0.0 LnGrp LOS B A A A A A B A A B A A Approach Vol,vehlh 448 561 166 151 Approach Delay,s/veh 7.6 8.6 12.8 12.6 Approach LOS A A B B Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 19.9 12.0 19.9 12.0 Change Period(Y+Rc),s 6.0 7.0 6.0 7.0 Max Green Setting(Gmax),s 39.0 23.0 39.0 23.0 Max Q Clear Time(g_c+I1),s 9.8 4.5 10.4 4.9 Green Ext Time(p-c),s 4.1 0.4 3.1 0.4 Intersection Summary HCM 6th Ctrl Delay 9.3 HCM 6th LOS A Kittelson&Associates Synchro 11 Report 02/08/2022 Page 17 Queues Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Background 2025 Before SH16 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 47 444 61 495 40 382 68 312 v/c Ratio 0.17 0.66 0.20 0.73 0.14 0.79 0.26 0.59 Control Delay 19.5 36.9 19.6 39.1 21.8 48.4 23.4 37.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.5 36.9 19.6 39.1 21.8 48.4 23.4 37.9 Queue Length 50th(ft) 17 265 23 305 18 256 31 195 Queue Length 95th(ft) 47 478 58 #579 41 397 62 304 Internal Link Dist(ft) 5184 5184 1203 5198 Turn Bay Length(ft) 75 75 75 75 Base Capacity(vph) 459 791 469 793 461 760 422 798 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.56 0.13 0.62 0.09 0.50 0.16 0.39 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 18 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Background 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 42 365 34 55 411 34 36 262 82 61 255 26 Future Volume(vph) 42 365 34 55 411 34 36 262 82 61 255 26 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.99 1.00 0.96 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1653 1718 1621 1715 1605 1640 1653 1716 Flt Permitted 0.27 1.00 0.31 1.00 0.42 1.00 0.27 1.00 Satd. Flow(perm) 462 1718 522 1715 704 1640 464 1716 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 47 406 38 61 457 38 40 291 91 68 283 29 RTOR Reduction(vph) 0 2 0 0 2 0 0 8 0 0 2 0 Lane Group Flow(vph) 47 442 0 61 493 0 40 374 0 68 310 0 Heavy Vehicles(%) 0% 0% 0% 2% 0% 4% 3% 3% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G(s) 45.8 40.9 47.0 41.5 35.5 30.7 38.5 32.2 Effective Green,g(s) 45.8 40.9 47.0 41.5 35.5 30.7 38.5 32.2 Actuated g/C Ratio 0.43 0.38 0.44 0.39 0.33 0.29 0.36 0.30 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 251 654 284 662 272 468 236 514 v/s Ratio Prot 0.01 0.26 c0.01 c0.29 0.01 c0.23 c0.02 0.18 v/s Ratio Perm 0.07 0.08 0.04 0.09 v/c Ratio 0.19 0.68 0.21 0.74 0.15 0.80 0.29 0.60 Uniform Delay,d1 19.9 27.7 19.0 28.4 25.0 35.5 24.4 32.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 2.8 0.1 4.6 0.1 9.3 0.2 2.0 Delay(s) 20.0 30.5 19.1 32.9 25.1 44.8 24.6 34.1 Level of Service B C B C C D C C Approach Delay(s) 29.5 31.4 42.9 32.4 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 33.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length(s) 107.4 Sum of lost time(s) 24.0 Intersection Capacity Utilization 73.2% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 19 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Background 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 42 365 34 55 411 34 36 262 82 61 255 26 Future Volume(veh/h) 42 365 34 55 411 34 36 262 82 61 255 26 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1772 1800 1744 1758 1758 1800 1800 1800 1800 Adj Flow Rate,veh/h 47 406 38 61 457 38 40 291 91 68 283 29 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 2 0 4 3 3 0 0 0 0 Cap,vehlh 223 516 48 260 532 44 293 346 108 236 452 46 Arrive On Green 0.04 0.32 0.32 0.05 0.32 0.32 0.04 0.27 0.27 0.05 0.28 0.28 Sat Flow,vehlh 1714 1621 152 1688 1639 136 1674 1284 402 1714 1606 165 Grp Volume(v),veh/h 47 0 444 61 0 495 40 0 382 68 0 312 Grp Sat Flow(s),vehlh/In 1714 0 1773 1688 0 1775 1674 0 1686 1714 0 1770 Q Serve(g_s),s 1.4 0.0 17.4 1.8 0.0 19.9 1.3 0.0 16.3 2.1 0.0 11.7 Cycle Q Clear(g_c),s 1.4 0.0 17.4 1.8 0.0 19.9 1.3 0.0 16.3 2.1 0.0 11.7 Prop In Lane 1.00 0.09 1.00 0.08 1.00 0.24 1.00 0.09 Lane Grp Cap(c),veh/h 223 0 564 260 0 576 293 0 454 236 0 499 V/C Ratio(X) 0.21 0.00 0.79 0.23 0.00 0.86 0.14 0.00 0.84 0.29 0.00 0.63 Avail Cap(c_a),vehlh 580 0 1024 601 0 1025 648 0 973 578 0 1022 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 18.7 0.0 23.6 18.0 0.0 24.1 19.6 0.0 26.3 20.3 0.0 23.9 Incr Delay(d2),s/veh 0.2 0.0 2.5 0.2 0.0 3.9 0.1 0.0 4.3 0.2 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.5 0.0 6.8 0.6 0.0 8.0 0.5 0.0 6.4 0.8 0.0 4.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 18.8 0.0 26.1 18.2 0.0 28.0 19.6 0.0 30.6 20.5 0.0 25.2 LnGrp LOS B A C B A C B A C C A C Approach Vol,vehlh 491 556 422 380 Approach Delay,s/veh 25.4 26.9 29.6 24.3 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.2 30.7 8.9 27.5 9.6 30.2 9.8 26.5 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 3.4 21.9 3.3 13.7 3.8 19.4 4.1 18.3 Green Ext Time(p-c),s 0.0 2.8 0.0 1.7 0.0 2.5 0.1 2.2 Intersection Summary HCM 6th Ctrl Delay 26.6 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 20 Queues Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Background 2025 Before SH16 PM School Peak Hour t , Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 24 1051 198 203 1298 221 189 33 47 v/c Ratio 0.10 0.55 0.22 0.53 0.59 0.88 0.57 0.29 0.50 Control Delay 11.5 25.9 3.4 14.2 19.1 90.6 22.5 55.2 59.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.5 25.9 3.4 14.2 19.1 90.6 22.5 55.2 59.7 Queue Length 50th(ft) 8 383 0 73 451 207 36 27 24 Queue Length 95th(ft) 20 528 47 115 564 #310 119 57 68 Internal Link Dist(ft) 4871 2550 5193 384 Turn Bay Length(ft) 300 450 300 80 80 Base Capacity(vph) 260 1897 917 456 2198 268 434 272 336 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.55 0.22 0.45 0.59 0.82 0.44 0.12 0.14 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Background 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(vph) 22 967 182 187 1169 25 203 28 146 30 21 22 Future Volume(vph) 22 967 182 187 1169 25 203 28 146 30 21 22 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 14 14 12 12 12 12 12 12 12 12 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.87 1.00 0.92 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 3353 1470 1806 3341 1569 1531 1598 1541 Flt Permitted 0.17 1.00 1.00 0.18 1.00 0.35 1.00 0.64 1.00 Satd. Flow(perm) 309 3353 1470 348 3341 573 1531 1074 1541 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 24 1051 198 203 1271 27 221 30 159 33 23 24 RTOR Reduction(vph) 0 0 88 0 1 0 0 130 0 0 23 0 Lane Group Flow(vph) 24 1051 110 203 1297 0 221 59 0 33 24 0 Heavy Vehicles(%) 0% 2% 11% 1% 2% 4% 9% 12% 1% 7% 16% 0% Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 8 4 Actuated Green, G(s) 92.5 89.1 89.1 111.4 101.0 34.6 21.4 12.6 6.4 Effective Green,g(s) 92.5 89.1 89.1 111.4 101.0 34.6 21.4 12.6 6.4 Actuated g/C Ratio 0.58 0.56 0.56 0.70 0.63 0.22 0.13 0.08 0.04 Clearance Time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 2.0 3.0 3.0 2.0 3.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 208 1867 818 381 2109 255 204 104 61 v/s Ratio Prot 0.00 0.31 c0.05 c0.39 c0.11 0.04 0.01 0.02 v/s Ratio Perm 0.06 0.07 0.32 c0.07 0.01 v/c Ratio 0.12 0.56 0.13 0.53 0.62 0.87 0.29 0.32 0.39 Uniform Delay,d1 15.4 22.9 17.0 13.4 17.8 57.4 62.4 69.3 74.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 1.2 0.3 0.7 0.5 24.4 0.3 0.6 1.5 Delay(s) 15.5 24.1 17.3 14.1 18.3 81.8 62.7 70.0 76.4 Level of Service B C B B B F E E E Approach Delay(s) 22.9 17.8 73.0 73.8 Approach LOS C B E E Intersection Summary HCM 2000 Control Delay 28.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length(s) 160.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 78.5% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Background 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(veh/h) 22 967 182 187 1169 25 203 28 146 30 21 22 Future Volume(veh/h) 22 967 182 187 1169 25 203 28 146 30 21 22 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1772 1711 1857 1772 1744 1674 1632 1786 1702 1575 1800 Adj Flow Rate,veh/h 24 1051 198 203 1271 27 221 30 159 33 23 24 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,% 0 2 11 1 2 4 9 12 1 7 16 0 Cap,vehlh 98 1103 475 224 1356 29 288 37 193 123 32 33 Arrive On Green 0.02 0.33 0.33 0.10 0.40 0.40 0.14 0.16 0.16 0.02 0.05 0.05 Sat Flow,vehlh 1714 3367 1450 1769 3371 72 1594 225 1192 1621 706 737 Grp Volume(v),veh/h 24 1051 198 203 634 664 221 0 189 33 0 47 Grp Sat Flow(s),vehlh/In 1714 1683 1450 1769 1683 1759 1594 0 1417 1621 0 1443 Q Serve(g_s),s 1.5 48.8 17.0 13.1 57.8 57.9 20.6 0.0 20.6 3.1 0.0 5.1 Cycle Q Clear(g_c),s 1.5 48.8 17.0 13.1 57.8 57.9 20.6 0.0 20.6 3.1 0.0 5.1 Prop In Lane 1.00 1.00 1.00 0.04 1.00 0.84 1.00 0.51 Lane Grp Cap(c),veh/h 98 1103 475 224 677 708 288 0 230 123 0 66 V/C Ratio(X) 0.25 0.95 0.42 0.91 0.94 0.94 0.77 0.00 0.82 0.27 0.00 0.72 Avail Cap(c_a),vehlh 148 1115 480 310 715 748 291 0 292 316 0 298 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 41.5 52.6 41.9 44.9 45.9 45.9 59.7 0.0 64.8 70.6 0.0 75.4 Incr Delay(d2),s/veh 0.5 17.9 2.7 19.4 19.3 18.8 10.5 0.0 11.1 0.4 0.0 5.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 22.5 6.3 6.7 26.6 27.7 9.0 0.0 8.0 1.3 0.0 2.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 42.0 70.5 44.6 64.3 65.1 64.7 70.2 0.0 75.9 71.1 0.0 80.7 LnGrp LOS D E D E E E E A E E A F Approach Vol,vehlh 1273 1501 410 80 Approach Delay,s/veh 66.0 64.8 72.8 76.7 Approach LOS E E E E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 10.3 71.4 29.6 14.3 22.3 59.4 10.9 33.0 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 8.0 68.0 23.0 33.0 23.0 53.0 23.0 33.0 Max Q Clear Time(g_c+I1),s 3.5 59.9 22.6 7.1 15.1 50.8 5.1 22.6 Green Ext Time(p-c),s 0.0 4.5 0.0 0.1 0.2 1.4 0.0 0.4 Intersection Summary HCM 6th Ctrl Delay 66.6 HCM 6th LOS E Kittelson&Associates Synchro 11 Report 02/08/2022 Page 3 Queues Cole Valley Christian School TIS 2: Star Road & McMillan Road Background 2025II Before SH16 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 13 41 24 283 1 312 82 226 v/c Ratio 0.05 0.10 0.06 0.57 0.00 0.61 0.18 0.29 Control Delay 18.4 25.1 18.3 20.7 12.0 27.0 10.8 13.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.4 25.1 18.3 20.7 12.0 27.0 10.8 13.9 Queue Length 50th(ft) 3 10 6 54 0 87 12 35 Queue Length 95th(ft) 17 46 26 186 3 252 53 160 Internal Link Dist(ft) 5103 2580 5185 5224 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 595 1345 666 1218 806 1286 705 1293 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.03 0.04 0.23 0.00 0.24 0.12 0.17 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 4 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 2: Star Road & McMillan Road Background 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 12 36 1 22 68 186 1 254 27 74 196 7 Future Volume(vph) 12 36 1 22 68 186 1 254 27 74 196 7 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.89 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1569 1793 1710 1594 1710 1712 1660 1724 Flt Permitted 0.48 1.00 0.68 1.00 0.62 1.00 0.37 1.00 Satd. Flow(perm) 788 1793 1227 1594 1111 1712 644 1724 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 13 40 1 24 76 207 1 282 30 82 218 8 RTOR Reduction(vph) 0 1 0 0 71 0 0 3 0 0 1 0 Lane Group Flow(vph) 13 40 0 24 212 0 1 309 0 82 225 0 Heavy Vehicles(%) 9% 0% 0% 0% 2% 0% 0% 4% 0% 3% 4% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 16.3 15.5 18.5 16.6 22.8 22.2 34.6 28.1 Effective Green, g(s) 16.3 15.5 18.5 16.6 22.8 22.2 34.6 28.1 Actuated g/C Ratio 0.23 0.22 0.26 0.24 0.33 0.32 0.49 0.40 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 192 396 336 377 366 542 412 691 v/s Ratio Prot 0.00 0.02 c0.00 c0.13 0.00 c0.18 c0.02 c0.13 v/s Ratio Perm 0.01 0.02 0.00 0.08 v/c Ratio 0.07 0.10 0.07 0.56 0.00 0.57 0.20 0.33 Uniform Delay,d1 20.9 21.8 19.3 23.6 16.0 20.0 10.2 14.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 0.0 1.9 0.0 1.5 0.1 0.3 Delay(s) 20.9 21.9 19.3 25.5 16.0 21.4 10.3 14.8 Level of Service C C B C B C B B Approach Delay(s) 21.6 25.0 21.4 13.6 Approach LOS C C C B Intersection Summary HCM 2000 Control Delay 20.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length(s) 70.1 Sum of lost time(s) 24.0 Intersection Capacity Utilization 51.0% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 5 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 2: Star Road & McMillan Road Background 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 12 36 1 22 68 186 1 254 27 74 196 7 Future Volume(veh/h) 12 36 1 22 68 186 1 254 27 74 196 7 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1674 1800 1800 1800 1772 1800 1800 1744 1800 1758 1744 1800 Adj Flow Rate,veh/h 13 40 1 24 76 207 1 282 30 82 218 8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 9 0 0 0 2 0 0 4 0 3 4 0 Cap,vehlh 229 393 10 468 99 270 368 368 39 315 504 19 Arrive On Green 0.02 0.22 0.22 0.03 0.24 0.24 0.00 0.24 0.24 0.07 0.30 0.30 Sat Flow,vehlh 1594 1748 44 1714 420 1145 1714 1549 165 1674 1671 61 Grp Volume(v),veh/h 13 0 41 24 0 283 1 0 312 82 0 226 Grp Sat Flow(s),vehlh/In 1594 0 1792 1714 0 1566 1714 0 1714 1674 0 1733 Q Serve(g_s),s 0.3 0.0 1.0 0.6 0.0 9.1 0.0 0.0 9.2 1.9 0.0 5.7 Cycle Q Clear(g_c),s 0.3 0.0 1.0 0.6 0.0 9.1 0.0 0.0 9.2 1.9 0.0 5.7 Prop In Lane 1.00 0.02 1.00 0.73 1.00 0.10 1.00 0.04 Lane Grp Cap(c),veh/h 229 0 402 468 0 370 368 0 407 315 0 523 V/C Ratio(X) 0.06 0.00 0.10 0.05 0.00 0.77 0.00 0.00 0.77 0.26 0.00 0.43 Avail Cap(c_a),vehlh 764 0 1460 1023 0 1275 967 0 1396 794 0 1411 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 16.4 0.0 16.6 15.3 0.0 19.2 15.7 0.0 19.2 14.6 0.0 15.1 Incr Delay(d2),s/veh 0.0 0.0 0.1 0.0 0.0 3.3 0.0 0.0 3.0 0.2 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.1 0.0 0.3 0.2 0.0 3.0 0.0 0.0 3.3 0.6 0.0 1.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 16.4 0.0 16.7 15.3 0.0 22.6 15.7 0.0 22.2 14.8 0.0 15.7 LnGrp LOS B A B B A C B A C B A B Approach Vol,vehlh 54 307 313 308 Approach Delay,s/veh 16.7 22.0 22.2 15.5 Approach LOS B C C B Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 6.9 18.8 6.1 22.3 7.5 18.1 9.5 18.8 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 2.3 11.1 2.0 7.7 2.6 3.0 3.9 11.2 Green Ext Time(p-c),s 0.0 1.7 0.0 1.2 0.0 0.2 0.1 1.7 Intersection Summary HCM 6th Ctrl Delay 19.7 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 02/08/2022 Page 6 Queues Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Background 2025 Before SH16 PM School Peak Hour --10. 4--- Lane Group EBT WBL WBT NBL NBR Lane Group Flow(vph) 150 82 138 172 289 v/c Ratio 0.33 0.17 0.18 0.37 0.46 Control Delay 14.2 7.3 7.3 17.6 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.2 7.3 7.3 17.6 5.5 Queue Length 50th(ft) 23 10 17 38 0 Queue Length 95th(ft) 69 28 43 90 47 Internal Link Dist(ft) 2580 2551 5196 Turn Bay Length(ft) 150 Base Capacity(vph) 1580 1036 1782 1516 1389 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.09 0.08 0.08 0.11 0.21 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 7 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Background 2025 Before SH16 PM School Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + r* Traffic Volume(vph) 68 67 74 124 155 260 Future Volume(vph) 68 67 74 124 155 260 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.93 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1663 1710 1782 1710 1530 Flt Permitted 1.00 0.43 1.00 0.95 1.00 Satd. Flow(perm) 1663 766 1782 1710 1530 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 76 74 82 138 172 289 RTOR Reduction(vph) 32 0 0 0 0 215 Lane Group Flow(vph) 118 0 82 138 172 74 Heavy Vehicles(%) 2% 0% 0% 1% 0% 0% Turn Type NA pm+pt NA Prot Prot Protected Phases 6 5 2 8 8 Permitted Phases 2 Actuated Green,G(s) 10.8 20.9 20.9 11.3 11.3 Effective Green, g(s) 10.8 20.9 20.9 11.3 11.3 Actuated g/C Ratio 0.24 0.47 0.47 0.26 0.26 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 2.0 3.0 3.0 3.0 Lane Grp Cap(vph) 406 449 842 437 391 v/s Ratio Prot c0.07 0.02 c0.08 c0.10 0.05 v/s Ratio Perm 0.07 v/c Ratio 0.29 0.18 0.16 0.39 0.19 Uniform Delay,d1 13.6 6.9 6.7 13.6 12.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.4 0.1 0.1 0.6 0.2 Delay(s) 14.0 7.0 6.7 14.2 13.1 Level of Service B A A B B Approach Delay(s) 14.0 6.8 13.5 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 11.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.34 Actuated Cycle Length(s) 44.2 Sum of lost time(s) 18.0 Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 8 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Background 2025 Before SH16 PM School Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + r* Traffic Volume(veh/h) 68 67 74 124 155 260 Future Volume(veh/h) 68 67 74 124 155 260 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1772 1800 1800 1786 1800 1800 Adj Flow Rate,veh/h 76 74 82 138 172 289 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 2 0 0 1 0 0 Cap,vehlh 197 192 501 814 441 392 Arrive On Green 0.24 0.24 0.07 0.46 0.26 0.26 Sat Flow,vehlh 825 803 1714 1786 1714 1525 Grp Volume(v),veh/h 0 150 82 138 172 289 Grp Sat Flow(s),vehlh/In 0 1627 1714 1786 1714 1525 Q Serve(g_s),s 0.0 3.2 1.3 1.9 3.5 7.3 Cycle Q Clear(g_c),s 0.0 3.2 1.3 1.9 3.5 7.3 Prop In Lane 0.49 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 0 389 501 814 441 392 V/C Ratio(X) 0.00 0.39 0.16 0.17 0.39 0.74 Avail Cap(c_a),vehlh 0 1712 1359 3159 1598 1422 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 0.0 13.3 9.3 6.7 12.8 14.2 Incr Delay(d2),s/veh 0.0 0.6 0.1 0.1 0.6 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.9 0.3 0.4 1.2 2.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 14.0 9.4 6.8 13.4 16.9 LnGrp LOS A B A A B B Approach Vol,vehlh 150 220 461 Approach Delay,s/veh 14.0 7.8 15.6 Approach LOS B A B Timer-Assigned Phs 2 5 6 8 Phs Duration(G+Y+Rc),s 25.1 9.1 16.0 16.8 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 74.0 24.0 44.0 39.0 Max Q Clear Time(g_c+I1),s 3.9 3.3 5.2 9.3 Green Ext Time(p-c),s 0.7 0.1 0.8 1.6 Intersection Summary HCM 6th Ctrl Delay 13.2 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 02/08/2022 Page 9 HCM 6th TWSC Cole Valley Christian School TIS 4: Glassford Ave & McMillan Road Background 2025 Before SH16 PM School Peak Hour Intersection Int Delay,s/veh 1.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + Traffic Vol,veh/h 330 12 83 212 7 44 Future Vol,veh/h 330 12 83 212 7 44 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length 50 - 0 Veh in Median Storage,# 0 - 0 1 Grade,% 0 - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 359 13 90 230 8 48 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 372 0 776 366 Stage 1 - - - - 366 - Stage 2 - 410 - 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 - 1186 366 679 Stage 1 - 702 - Stage 2 - - 670 - Platoon blocked, % Mov Cap-1 Maneuver - 1186 338 679 Mov Cap-2 Maneuver - 453 - Stage 1 - 702 Stage 2 619 Approach EB WB NB HCM Control Delay,s 0 2.3 11.2 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 635 1186 HCM Lane V/C Ratio 0.087 0.076 HCM Control Delay(s) 11.2 - 8.3 HCM Lane LOS B A HCM 95th%tile Q(veh) 0.3 - 0.2 Kittelson&Associates Synchro 11 Report 03/16/2022 Page 1 HCM 6th AWSC Cole Valley Christian School TIS 5: Mcdermott Road & McMillan Road Background 2025 Before SH16 PM School Peak Hour Intersection Intersection Delay,s/veh12.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 54 299 28 18 237 53 50 34 14 6 23 7 Future Vol,veh/h 54 299 28 18 237 53 50 34 14 6 23 7 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 0 0 0 0 1 0 0 0 0 20 5 0 Mvmt Flow 60 332 31 20 263 59 56 38 16 7 26 8 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 13.5 11.6 10 9.7 HCM LOS B B A A Lane NBLn1 EBLnlWBLnl SBLn1 Vol Left, % 51% 14% 6% 17% Vol Thru,% 35% 78% 77% 64% Vol Right, % 14% 7% 17% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 98 381 308 36 LT Vol 50 54 18 6 Through Vol 34 299 237 23 RT Vol 14 28 53 7 Lane Flow Rate 109 423 342 40 Geometry Grp 1 1 1 1 Degree of Util(X) 0.176 0.553 0.448 0.069 Departure Headway(Hd) 5.81 4.699 4.717 6.212 Convergence,Y/N Yes Yes Yes Yes Cap 621 758 753 580 Service Time 3.812 2.782 2.805 4.218 HCM Lane V/C Ratio 0.176 0.558 0.454 0.069 HCM Control Delay 10 13.5 11.6 9.7 HCM Lane LOS A B B A HCM 95th-tile Q 0.6 3.4 2.3 0.2 Kittelson&Associates Synchro 11 Report 02/08/2022 Page 10 MOVEMENT SUMMARY Site: 6 [Rustic Oak/ McMillan] Background 2025 Before SH16 PM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Rustic Oak Way 3 L2 7 0.0 0.046 4.3 LOS A 0.2 4.7 0.46 0.33 0.46 35.3 8 T1 8 0.0 0.046 4.3 LOS A 0.2 4.7 0.46 0.33 0.46 35.1 18 R2 29 0.0 0.046 4.3 LOS A 0.2 4.7 0.46 0.33 0.46 34.1 Approach 43 0.0 0.046 4.3 LOS A 0.2 4.7 0.46 0.33 0.46 34.5 East: McMillan Road 1 L2 33 0.0 0.301 5.4 LOS A 1.7 44.0 0.16 0.06 0.16 34.9 6 T1 324 1.0 0.301 5.4 LOS A 1.7 44.0 0.16 0.06 0.16 34.8 16 R2 39 3.0 0.301 5.5 LOS A 1.7 44.0 0.16 0.06 0.16 33.8 Approach 397 1.1 0.301 5.4 LOS A 1.7 44.0 0.16 0.06 0.16 34.7 North: Rustic Oak Way 7 L2 28 0.0 0.055 4.3 LOS A 0.2 5.7 0.45 0.33 0.45 34.1 4 T1 3 0.0 0.055 4.3 LOS A 0.2 5.7 0.45 0.33 0.45 34.0 14 R2 21 0.0 0.055 4.3 LOS A 0.2 5.7 0.45 0.33 0.45 33.1 Approach 52 0.0 0.055 4.3 LOS A 0.2 5.7 0.45 0.33 0.45 33.7 West: McMillan Road 5 L2 17 15.0 0.282 5.7 LOS A 1.6 39.7 0.23 0.10 0.23 34.6 2 T1 337 0.0 0.282 5.3 LOS A 1.6 39.7 0.23 0.10 0.23 35.0 12 R2 9 0.0 0.282 5.3 LOS A 1.6 39.7 0.23 0.10 0.23 34.0 Approach 362 0.7 0.282 5.3 LOS A 1.6 39.7 0.23 0.10 0.23 35.0 All Vehicles 854 0.8 0.301 5.2 LOS A 1.7 44.0 0.23 0.11 0.23 34.7 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 i Copyright©2000-2019 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Monday,January 24,2022 6:21:09 PM Project: H:\26\26392-Cole Valley Christian Schooksidra\26392_Background Before 16_PM_RusticOak-McMiII an.sip8 HCM 6th AWSC Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Background 2025 Before SH16 PM School Peak Hour Intersection Intersection Delay,s/veh 88.2 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 64 186 42 96 249 106 51 253 70 48 283 75 Future Vol,veh/h 64 186 42 96 249 106 51 253 70 48 283 75 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 0 1 0 0 1 0 4 5 0 0 7 0 Mvmt Flow 67 194 44 100 259 110 53 264 73 50 295 78 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 43.2 128 72 91.1 HCM LOS E F F F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 14% 22% 21% 12% Vol Thru,% 68% 64% 55% 70% Vol Right, % 19% 14% 24% 18% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 374 292 451 406 LT Vol 51 64 96 48 Through Vol 253 186 249 283 RT Vol 70 42 106 75 Lane Flow Rate 390 304 470 423 Geometry Grp 1 1 1 1 Degree of Util(X) 0.971 0.795 1.165 1.048 Departure Headway(Hd) 9.782 10.24 9.188 9.51 Convergence,Y/N Yes Yes Yes Yes Cap 374 356 399 385 Service Time 7.782 8.24 7.188 7.51 HCM Lane V/C Ratio 1.043 0.854 1.178 1.099 HCM Control Delay 72 43.2 128 91.1 HCM Lane LOS F E F F HCM 95th-tile Q 10.9 6.7 17.7 13.4 Kittelson&Associates Synchro 11 Report 02/22/2022 Page 1 Queues Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Background 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 95 209 104 187 390 154 290 862 191 247 801 91 v/c Ratio 0.37 0.53 0.24 0.48 0.76 0.30 0.84 0.80 0.34 0.78 0.76 0.16 Control Delay 25.0 41.2 6.9 25.8 45.9 11.7 44.7 39.7 14.2 39.5 37.8 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.0 41.2 6.9 25.8 45.9 11.7 44.7 39.7 14.2 39.5 37.8 3.9 Queue Length 50th(ft) 41 126 0 86 250 21 123 286 38 100 258 0 Queue Length 95th(ft) 76 204 37 138 378 73 #308 #402 103 #248 361 25 Internal Link Dist(ft) 5200 1590 5209 816 Turn Bay Length(ft) 115 100 100 115 185 85 295 100 Base Capacity(vph) 376 537 541 427 554 550 354 1169 607 341 1180 612 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.39 0.19 0.44 0.70 0.28 0.82 0.74 0.31 0.72 0.68 0.15 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 12 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Background 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(vph) 92 203 101 181 378 149 281 836 185 240 777 88 Future Volume(vph) 92 203 101 181 378 149 281 836 185 240 777 88 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1710 1782 1530 1710 1800 1530 1710 3320 1515 1710 3353 1530 Flt Permitted 0.31 1.00 1.00 0.40 1.00 1.00 0.17 1.00 1.00 0.15 1.00 1.00 Satd. Flow(perm) 551 1782 1530 722 1800 1530 298 3320 1515 264 3353 1530 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 95 209 104 187 390 154 290 862 191 247 801 91 RTOR Reduction(vph) 0 0 80 0 0 82 0 0 78 0 0 62 Lane Group Flow(vph) 95 209 24 187 390 72 290 862 113 247 801 29 Heavy Vehicles(%) 0% 1% 0% 0% 0% 0% 0% 3% 1% 0% 2% 0% Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 2 8 8 4 4 Actuated Green,G(s) 30.6 23.8 23.8 40.9 29.1 29.1 47.6 32.9 32.9 46.2 32.2 32.2 Effective Green, g(s) 30.6 23.8 23.8 40.9 29.1 29.1 47.6 32.9 32.9 46.2 32.2 32.2 Actuated g/C Ratio 0.30 0.23 0.23 0.40 0.28 0.28 0.46 0.32 0.32 0.45 0.31 0.31 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 240 412 354 403 509 433 339 1062 484 315 1050 479 v/s Ratio Prot 0.03 0.12 c0.05 c0.22 c0.12 0.26 0.11 0.24 v/s Ratio Perm 0.09 0.02 0.13 0.05 c0.27 0.07 0.25 0.02 v/c Ratio 0.40 0.51 0.07 0.46 0.77 0.17 0.86 0.81 0.23 0.78 0.76 0.06 Uniform Delay,d1 27.4 34.4 30.8 21.6 33.7 27.7 20.5 32.1 25.7 20.9 31.9 24.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.4 1.3 0.1 0.3 7.2 0.2 18.0 5.1 0.3 11.2 3.5 0.1 Delay(s) 27.8 35.7 31.0 21.9 40.9 28.0 38.5 37.2 26.0 32.0 35.4 24.8 Level of Service C D C C D C D D C C D C Approach Delay(s) 32.7 33.3 35.9 33.8 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 34.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length(s) 102.8 Sum of lost time(s) 20.0 Intersection Capacity Utilization 82.2% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 13 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Background 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(veh/h) 92 203 101 181 378 149 281 836 185 240 777 88 Future Volume(veh/h) 92 203 101 181 378 149 281 836 185 240 777 88 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1800 1800 1800 1800 1800 1758 1786 1800 1772 1800 Adj Flow Rate,veh/h 95 209 104 187 390 154 290 862 191 247 801 91 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh,% 0 1 0 0 0 0 0 3 1 0 2 0 Cap,vehlh 234 384 328 383 469 398 380 1107 502 341 1059 480 Arrive On Green 0.06 0.22 0.22 0.11 0.26 0.26 0.14 0.33 0.33 0.12 0.31 0.31 Sat Flow,vehlh 1714 1786 1525 1714 1800 1525 1714 3340 1514 1714 3367 1525 Grp Volume(v),veh/h 95 209 104 187 390 154 290 862 191 247 801 91 Grp Sat Flow(s),vehlh/In 1714 1786 1525 1714 1800 1525 1714 1670 1514 1714 1683 1525 Q Serve(g_s),s 3.7 9.1 5.0 7.2 17.9 7.3 9.8 20.3 8.4 8.3 18.7 3.8 Cycle Q Clear(g_c),s 3.7 9.1 5.0 7.2 17.9 7.3 9.8 20.3 8.4 8.3 18.7 3.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 234 384 328 383 469 398 380 1107 502 341 1059 480 V/C Ratio(X) 0.41 0.54 0.32 0.49 0.83 0.39 0.76 0.78 0.38 0.72 0.76 0.19 Avail Cap(c_a),vehlh 426 613 524 497 618 524 440 1338 606 430 1348 611 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 25.6 30.5 28.9 22.6 30.5 26.6 19.2 26.3 22.4 19.7 26.9 21.8 Incr Delay(d2),s/veh 0.4 1.7 0.8 0.4 8.3 0.9 5.4 2.8 0.7 2.9 2.3 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(50%),veh/In 1.5 4.0 1.8 2.8 8.6 2.6 4.0 7.9 2.9 3.3 7.3 1.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 26.0 32.2 29.7 23.0 38.8 27.5 24.6 29.2 23.0 22.7 29.2 22.1 LnGrp LOS C C C C D C C C C C C C Approach Vol,vehlh 408 731 1343 1139 Approach Delay,s/veh 30.1 32.4 27.3 27.2 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 10.2 27.8 16.9 32.5 14.2 23.8 15.5 34.0 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 15.0 30.0 15.0 35.0 15.0 30.0 15.0 35.0 Max Q Clear Time(g_c+I1),s 5.7 19.9 11.8 20.7 9.2 11.1 10.3 22.3 Green Ext Time(p-c),s 0.1 2.9 0.1 6.3 0.1 2.1 0.2 6.6 Intersection Summary HCM 6th Ctrl Delay 28.6 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 14 Queues Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Background 2025 Before SH16 PM School Peak Hour t Lane Group EBL EBT WBL WBT NBT SBT Lane Group Flow(vph) 18 523 17 324 157 82 v/c Ratio 0.03 0.52 0.04 0.32 0.46 0.26 Control Delay 6.8 10.3 6.9 8.2 19.2 15.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 6.8 10.3 6.9 8.2 19.2 15.5 Queue Length 50th(ft) 2 77 2 42 28 13 Queue Length 95th(ft) 11 184 10 102 85 48 Internal Link Dist(ft) 2550 5184 1239 5192 Turn Bay Length(ft) 150 150 Base Capacity(vph) 929 1620 692 1620 928 858 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.32 0.02 0.20 0.17 0.10 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 15 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Background 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 16 415 56 15 276 15 37 86 18 24 40 10 Future Volume(vph) 16 415 56 15 276 15 37 86 18 24 40 10 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 7.0 7.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.99 0.98 0.98 Flt Protected 0.95 1.00 0.95 1.00 0.99 0.98 Satd. Flow(prot) 1710 1768 1710 1769 1746 1711 Flt Permitted 0.56 1.00 0.42 1.00 0.88 0.83 Satd. Flow(perm) 1016 1768 755 1769 1564 1443 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 18 461 62 17 307 17 41 96 20 27 44 11 RTOR Reduction(vph) 0 6 0 0 3 0 0 8 0 0 9 0 Lane Group Flow(vph) 18 517 0 17 321 0 0 149 0 0 73 0 Heavy Vehicles(%) 0% 0% 0% 0% 1% 0% 0% 0% 0% 0% 3% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6 2 8 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 21.6 21.6 21.6 21.6 7.3 7.3 Effective Green, g(s) 21.6 21.6 21.6 21.6 7.3 7.3 Actuated g/C Ratio 0.52 0.52 0.52 0.52 0.17 0.17 Clearance Time(s) 6.0 6.0 6.0 6.0 7.0 7.0 Vehicle Extension(s) 3.5 3.5 3.5 3.5 2.0 2.0 Lane Grp Cap(vph) 523 911 389 911 272 251 v/s Ratio Prot c0.29 0.18 v/s Ratio Perm 0.02 0.02 c0.10 0.05 v/c Ratio 0.03 0.57 0.04 0.35 0.55 0.29 Uniform Delay,d1 5.0 6.9 5.0 6.0 15.8 15.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.9 0.1 0.3 1.2 0.2 Delay(s) 5.0 7.8 5.1 6.3 17.0 15.3 Level of Service A A A A B B Approach Delay(s) 7.7 6.2 17.0 15.3 Approach LOS A A B B Intersection Summary HCM 2000 Control Delay 9.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length(s) 41.9 Sum of lost time(s) 13.0 Intersection Capacity Utilization 47.4% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 16 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Background 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 16 415 56 15 276 15 37 86 18 24 40 10 Future Volume(veh/h) 16 415 56 15 276 15 37 86 18 24 40 10 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1786 1800 1800 1800 1800 1800 1758 1800 Adj Flow Rate,veh/h 18 461 62 17 307 17 41 96 20 27 44 11 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 1 0 0 0 0 0 3 0 Cap,vehlh 563 673 91 408 727 40 198 159 31 213 148 32 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow,vehlh 1073 1553 209 893 1676 93 350 1108 213 396 1029 221 Grp Volume(v),veh/h 18 0 523 17 0 324 157 0 0 82 0 0 Grp Sat Flow(s),vehlh/In 1073 0 1762 893 0 1769 1670 0 0 1646 0 0 Q Serve(g_s),s 0.4 0.0 7.3 0.5 0.0 3.9 1.4 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c),s 4.3 0.0 7.3 7.8 0.0 3.9 2.7 0.0 0.0 1.3 0.0 0.0 Prop In Lane 1.00 0.12 1.00 0.05 0.26 0.13 0.33 0.13 Lane Grp Cap(c),veh/h 563 0 764 408 0 767 388 0 0 392 0 0 V/C Ratio(X) 0.03 0.00 0.68 0.04 0.00 0.42 0.41 0.00 0.00 0.21 0.00 0.00 Avail Cap(c_a),vehlh 1459 0 2236 1154 0 2244 1372 0 0 1315 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 7.5 0.0 7.0 10.2 0.0 6.0 12.4 0.0 0.0 11.8 0.0 0.0 Incr Delay(d2),s/veh 0.0 0.0 1.3 0.1 0.0 0.4 0.3 0.0 0.0 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(50%),veh/In 0.0 0.0 1.1 0.1 0.0 0.5 0.6 0.0 0.0 0.3 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 7.5 0.0 8.3 10.2 0.0 6.5 12.7 0.0 0.0 11.9 0.0 0.0 LnGrp LOS A A A B A A B A A B A A Approach Vol,vehlh 541 341 157 82 Approach Delay,s/veh 8.3 6.7 12.7 11.9 Approach LOS A A B B Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 19.3 11.4 19.3 11.4 Change Period(Y+Rc),s 6.0 7.0 6.0 7.0 Max Green Setting(Gmax),s 39.0 23.0 39.0 23.0 Max Q Clear Time(g_c+I1),s 9.8 3.3 9.3 4.7 Green Ext Time(p-c),s 2.2 0.2 4.0 0.4 Intersection Summary HCM 6th Ctrl Delay 8.7 HCM 6th LOS A Kittelson&Associates Synchro 11 Report 02/08/2022 Page 17 Queues Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Background 2025II Before SH16 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 26 330 103 459 34 426 70 368 v/c Ratio 0.10 0.68 0.30 0.71 0.11 0.79 0.25 0.61 Control Delay 21.0 42.6 22.7 38.5 19.5 44.6 20.9 34.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.0 42.6 22.7 38.5 19.5 44.6 20.9 34.3 Queue Length 50th(ft) 11 204 44 296 14 280 29 229 Queue Length 95th(ft) 30 348 89 482 35 446 61 364 Internal Link Dist(ft) 5184 5184 1203 5198 Turn Bay Length(ft) 75 75 75 75 Base Capacity(vph) 470 810 466 800 499 770 437 771 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.41 0.22 0.57 0.07 0.55 0.16 0.48 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 18 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Background 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 24 283 27 97 349 83 32 296 104 66 314 32 Future Volume(vph) 24 283 27 97 349 83 32 296 104 66 314 32 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.97 1.00 0.96 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1653 1717 1653 1690 1653 1624 1653 1613 Flt Permitted 0.33 1.00 0.32 1.00 0.41 1.00 0.25 1.00 Satd. Flow(perm) 573 1717 551 1690 707 1624 440 1613 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow(vph) 26 301 29 103 371 88 34 315 111 70 334 34 RTOR Reduction(vph) 0 2 0 0 5 0 0 8 0 0 2 0 Lane Group Flow(vph) 26 328 0 103 454 0 34 418 0 70 366 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 4% 0% 0% 7% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G(s) 35.8 32.7 48.2 39.1 38.6 35.3 44.6 38.3 Effective Green,g(s) 35.8 32.7 48.2 39.1 38.6 35.3 44.6 38.3 Actuated g/C Ratio 0.33 0.30 0.45 0.36 0.36 0.33 0.41 0.36 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 221 520 343 612 282 531 252 573 v/s Ratio Prot 0.00 0.19 c0.03 c0.27 0.00 c0.26 c0.02 c0.23 v/s Ratio Perm 0.04 0.11 0.04 0.10 v/c Ratio 0.12 0.63 0.30 0.74 0.12 0.79 0.28 0.64 Uniform Delay,d1 25.0 32.3 19.0 29.9 23.1 32.8 21.3 29.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 2.5 0.2 4.8 0.1 7.6 0.2 2.3 Delay(s) 25.1 34.8 19.2 34.8 23.1 40.4 21.5 31.3 Level of Service C C B C C D C C Approach Delay(s) 34.1 31.9 39.1 29.8 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 33.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length(s) 107.8 Sum of lost time(s) 24.0 Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 19 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Background 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 24 283 27 97 349 83 32 296 104 66 314 32 Future Volume(veh/h) 24 283 27 97 349 83 32 296 104 66 314 32 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1744 1800 1800 1702 1800 Adj Flow Rate,veh/h 26 301 29 103 371 88 34 315 111 70 334 34 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 0 0 0 0 0 0 0 4 0 0 7 0 Cap,vehlh 199 443 43 316 434 103 279 368 130 238 480 49 Arrive On Green 0.03 0.27 0.27 0.06 0.31 0.31 0.03 0.30 0.30 0.05 0.32 0.32 Sat Flow,vehlh 1714 1616 156 1714 1406 334 1714 1232 434 1714 1519 155 Grp Volume(v),veh/h 26 0 330 103 0 459 34 0 426 70 0 368 Grp Sat Flow(s),vehlh/In 1714 0 1772 1714 0 1740 1714 0 1666 1714 0 1674 Q Serve(g_s),s 0.8 0.0 12.7 3.2 0.0 18.9 1.0 0.0 18.4 2.1 0.0 14.7 Cycle Q Clear(g_c),s 0.8 0.0 12.7 3.2 0.0 18.9 1.0 0.0 18.4 2.1 0.0 14.7 Prop In Lane 1.00 0.09 1.00 0.19 1.00 0.26 1.00 0.09 Lane Grp Cap(c),veh/h 199 0 486 316 0 537 279 0 498 238 0 529 V/C Ratio(X) 0.13 0.00 0.68 0.33 0.00 0.86 0.12 0.00 0.85 0.29 0.00 0.70 Avail Cap(c_a),vehlh 578 0 1020 636 0 1001 647 0 959 577 0 963 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 20.7 0.0 24.7 19.1 0.0 24.8 18.6 0.0 25.2 19.2 0.0 22.9 Incr Delay(d2),s/veh 0.1 0.0 1.7 0.2 0.0 4.0 0.1 0.0 4.3 0.3 0.0 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.3 0.0 5.0 1.2 0.0 7.5 0.4 0.0 7.1 0.8 0.0 5.4 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 20.8 0.0 26.4 19.3 0.0 28.9 18.7 0.0 29.5 19.5 0.0 24.6 LnGrp LOS C A C B A C B A C B A C Approach Vol,vehlh 356 562 460 438 Approach Delay,s/veh 26.0 27.1 28.7 23.8 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 8.1 29.6 8.6 30.2 10.7 27.0 9.9 28.9 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 2.8 20.9 3.0 16.7 5.2 14.7 4.1 20.4 Green Ext Time(p-c),s 0.0 2.6 0.0 2.1 0.1 1.8 0.1 2.5 Intersection Summary HCM 6th Ctrl Delay 26.5 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 20 Appendix G Year 2025 Background Traffic Operation Worksheets — After SH-16 Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS 0 -96� 50 Intersection Intersection Intersection r Not Applicable Not Applicable Not Applicable This Scenario This Scenario This Scenario Q STAR RD/ OWYHEE STORM AVE/ ERSATZ PL(GLASSFORD AVE)/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD in co O o 0 39 -39-.$ -81 -30-.$ 30 84 -39 F-25 4410- 25 s,--25 -10_x I(_10 I M IN 1W t t 1* t y m N M O N O I2 M M V N N � I N N O �I N 16 MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD 20_26 O US 20/26 (Chinden Blvd) O m' o _ N O _T R 33 F-31 = fD (D -38�• -16 �16 o B 03 i V� ttw /W A SITE c q N N McMi Ian Road a p >„ 1= O En ao iv k- EP rt O n Q m 0 3 o � D � m �O m Ustick Rd —- Study Roadway Segment _ With SH-16 McDermott Re-Assign Figure N Q Study Intersection g -Study Access Intersection Weekday AM Peak Hour Meridian, ID G 1-A IVF KITTELSON X &ASSOCIATES Cole Volley Christian School TIS July 2022 BLACK CAT RD/ US 20-26 OWYHEE STORM AVE/ ERSATZ PL/ ERSATZ PL/ FUTURE SITE ACCESS FUTURE SITE ACCESS FUTURE SITE ACCESS 0 -62---IN- 10-N Intersection Intersection Intersection r Not Applicable Not Applicable Not Applicable This Scenario This Scenario This Scenario m N I STAR RD/ OWYHEE STORM AVE/ ERSATZ PL(GLASSFORD AVE)/ MCDERMOTT RD/ RUSTIC OAK WAY/ BLACK CAT RD/ TEN MILE RD/ MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD MCMILLAN RD 0 39 -49 -48 -3-.$ 3 64 49 F-6 4410- 3� s,- 6 2_ 2 f IN 1W t t 1 1 rn rn �m in in v I N N O � I N 16 MCDERMOTT RD/ BLACK CAT RD/ USTICK RD USTICK RD 20_26 O US 20/26 (Chinden Blvd) O m' T R 3 -14� `-14 14 21 F-28 = fD (D -50�• -14 14 o o B 03 i V� ttw /W A SITE c M q N McMi Ian Road a p >„ O En ao iv k- EP rt O n Q m o 0 3 o � D � m �O m Ustick Rd - Study Roadway Segment _ With SH-16 McDermott Re-Assign Figure N Q Study Intersection g -Study Access Intersection Weekday PM Peak Hour Meridian, ID G1-B IVF KITTELSON X &ASSOCIATES Queues Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Background 2025 After SH16 AM Peak Hour t Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 20 946 243 122 747 167 359 33 33 v/c Ratio 0.05 0.57 0.27 0.36 0.37 0.62 0.74 0.19 0.28 Control Delay 9.9 21.8 3.4 11.7 13.7 43.9 16.0 34.1 34.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.9 21.8 3.4 11.7 13.7 43.9 16.0 34.1 34.5 Queue Length 50th(ft) 5 237 0 31 117 93 11 17 8 Queue Length 95th(ft) 17 370 47 67 246 159 109 42 41 Internal Link Dist(ft) 4871 2550 5193 384 Turn Bay Length(ft) 300 450 300 80 80 Base Capacity(vph) 622 1650 910 465 2000 417 605 456 401 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.57 0.27 0.26 0.37 0.40 0.59 0.07 0.08 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Background 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(vph) 19 889 228 115 685 17 157 17 321 31 12 19 Future Volume(vph) 19 889 228 115 685 17 157 17 321 31 12 19 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 14 14 12 12 12 12 12 12 12 12 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.86 1.00 0.91 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 3353 1600 1643 3311 1676 1460 1710 1636 Flt Permitted 0.37 1.00 1.00 0.20 1.00 0.38 1.00 1.00 1.00 Satd. Flow(perm) 663 3353 1600 350 3311 666 1460 1800 1636 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow(vph) 20 946 243 122 729 18 167 18 341 33 13 20 RTOR Reduction(vph) 0 0 121 0 1 0 0 300 0 0 19 0 Lane Group Flow(vph) 20 946 122 122 746 0 167 59 0 33 14 0 Heavy Vehicles(%) 0% 2% 2% 11% 3% 0% 2% 0% 6% 0% 0% 0% Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 8 4 Actuated Green, G(s) 55.4 53.4 53.4 68.4 59.9 23.6 12.8 7.4 3.6 Effective Green,g(s) 55.4 53.4 53.4 68.4 59.9 23.6 12.8 7.4 3.6 Actuated g/C Ratio 0.52 0.50 0.50 0.64 0.56 0.22 0.12 0.07 0.03 Clearance Time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 2.0 3.0 3.0 2.0 3.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 364 1681 802 327 1862 270 175 121 55 v/s Ratio Prot 0.00 c0.28 c0.03 c0.23 c0.08 0.04 0.01 0.01 v/s Ratio Perm 0.03 0.08 0.21 c0.06 0.01 v/c Ratio 0.05 0.56 0.15 0.37 0.40 0.62 0.34 0.27 0.25 Uniform Delay,d1 12.4 18.4 14.3 9.8 13.2 36.1 43.0 47.0 50.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 1.4 0.4 0.3 0.6 3.0 0.4 0.4 0.9 Delay(s) 12.4 19.8 14.7 10.0 13.8 39.0 43.4 47.5 51.0 Level of Service B B B B B D D D D Approach Delay(s) 18.7 13.3 42.0 49.2 Approach LOS B B D D Intersection Summary HCM 2000 Control Delay 22.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length(s) 106.5 Sum of lost time(s) 28.0 Intersection Capacity Utilization 77.4% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Background 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(veh/h) 19 889 228 115 685 17 157 17 321 31 12 19 Future Volume(veh/h) 19 889 228 115 685 17 157 17 321 31 12 19 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1772 1843 1711 1758 1800 1772 1800 1716 1800 1800 1800 Adj Flow Rate,veh/h 20 946 243 122 729 18 167 18 341 33 13 20 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 0 2 2 11 3 0 2 0 6 0 0 0 Cap,vehlh 345 1490 691 263 1598 39 405 16 310 116 90 138 Arrive On Green 0.02 0.44 0.44 0.06 0.48 0.48 0.10 0.21 0.21 0.03 0.14 0.14 Sat Flow,vehlh 1714 3367 1562 1630 3331 82 1688 77 1460 1714 639 984 Grp Volume(v),veh/h 20 946 243 122 365 382 167 0 359 33 0 33 Grp Sat Flow(s),vehlh/In 1714 1683 1562 1630 1670 1743 1688 0 1537 1714 0 1623 Q Serve(g_s),s 0.7 23.6 11.1 4.4 15.8 15.8 8.8 0.0 23.0 1.8 0.0 1.9 Cycle Q Clear(g_c),s 0.7 23.6 11.1 4.4 15.8 15.8 8.8 0.0 23.0 1.8 0.0 1.9 Prop In Lane 1.00 1.00 1.00 0.05 1.00 0.95 1.00 0.61 Lane Grp Cap(c),veh/h 345 1490 691 263 801 836 405 0 326 116 0 228 V/C Ratio(X) 0.06 0.63 0.35 0.46 0.46 0.46 0.41 0.00 1.10 0.28 0.00 0.14 Avail Cap(c_a),vehlh 593 1490 691 439 801 836 593 0 326 430 0 344 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 16.5 23.4 20.0 18.1 18.8 18.8 33.1 0.0 42.7 39.2 0.0 40.9 Incr Delay(d2),s/veh 0.0 2.1 1.4 0.5 1.9 1.8 0.3 0.0 79.9 0.5 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.2 8.8 4.0 1.5 5.9 6.1 3.5 0.0 15.5 0.8 0.0 0.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 16.5 25.5 21.4 18.6 20.6 20.6 33.3 0.0 122.6 39.7 0.0 41.0 LnGrp LOS B C C B C C C A F D A D Approach Vol,vehlh 1209 869 526 66 Approach Delay,s/veh 24.5 20.3 94.3 40.3 Approach LOS C C F D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.3 59.1 17.9 22.2 13.3 55.0 10.2 30.0 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 18.0 48.0 23.0 23.0 18.0 48.0 23.0 23.0 Max Q Clear Time(g_c+ll),s 2.7 17.8 10.8 3.9 6.4 25.6 3.8 25.0 Green Ext Time(p-c),s 0.0 4.1 0.2 0.1 0.1 6.9 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 37.3 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 3 Queues Cole Valley Christian School TIS 2: Star Road & McMillan Road Background 2025 After SH16 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 31 81 23 273 2 337 241 330 v/c Ratio 0.13 0.20 0.07 0.66 0.01 0.75 0.44 0.35 Control Delay 23.4 30.0 22.9 26.1 12.5 39.1 13.5 14.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.4 30.0 22.9 26.1 12.5 39.1 13.5 14.5 Queue Length 50th(ft) 11 29 8 67 1 157 61 88 Queue Length 95th(ft) 36 88 29 180 4 304 137 234 Internal Link Dist(ft) 5103 2580 5185 5224 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 512 1128 561 1047 713 1062 628 1159 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.07 0.04 0.26 0.00 0.32 0.38 0.28 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 4 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 2: Star Road & McMillan Road Background 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 28 70 3 21 51 194 2 275 28 217 288 9 Future Volume(vph) 28 70 3 21 51 194 2 275 28 217 288 9 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.88 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1790 1710 1586 1710 1683 1710 1775 Flt Permitted 0.34 1.00 0.70 1.00 0.56 1.00 0.32 1.00 Satd. Flow(perm) 610 1790 1268 1586 1011 1683 584 1775 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 31 78 3 23 57 216 2 306 31 241 320 10 RTOR Reduction(vph) 0 1 0 0 104 0 0 2 0 0 1 0 Lane Group Flow(vph) 31 80 0 23 169 0 2 335 0 241 329 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 6% 0% 0% 1% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 20.8 17.6 18.4 16.4 27.1 26.4 47.7 41.0 Effective Green, g(s) 20.8 17.6 18.4 16.4 27.1 26.4 47.7 41.0 Actuated g/C Ratio 0.24 0.21 0.22 0.19 0.32 0.31 0.56 0.48 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 190 369 283 304 326 520 528 853 v/s Ratio Prot c0.01 0.04 0.00 c0.11 0.00 c0.20 c0.08 0.19 v/s Ratio Perm 0.03 0.02 0.00 0.17 v/c Ratio 0.16 0.22 0.08 0.56 0.01 0.64 0.46 0.39 Uniform Delay,d1 25.2 28.1 26.6 31.2 19.9 25.4 11.1 14.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.3 0.0 2.2 0.0 2.7 0.2 0.3 Delay(s) 25.3 28.4 26.6 33.3 19.9 28.1 11.3 14.4 Level of Service C C C C B C B B Approach Delay(s) 27.6 32.8 28.1 13.1 Approach LOS C C C B Intersection Summary HCM 2000 Control Delay 22.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length(s) 85.3 Sum of lost time(s) 24.0 Intersection Capacity Utilization 69.3% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 5 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 2: Star Road & McMillan Road Background 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 28 70 3 21 51 194 2 275 28 217 288 9 Future Volume(veh/h) 28 70 3 21 51 194 2 275 28 217 288 9 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1716 1800 1800 1786 1800 Adj Flow Rate,veh/h 31 78 3 23 57 216 2 306 31 241 320 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 0 0 0 6 0 0 1 0 Cap,vehlh 230 389 15 409 72 273 362 378 38 396 644 20 Arrive On Green 0.03 0.23 0.23 0.03 0.22 0.22 0.00 0.25 0.25 0.13 0.37 0.37 Sat Flow,vehlh 1714 1722 66 1714 329 1247 1714 1533 155 1714 1722 54 Grp Volume(v),veh/h 31 0 81 23 0 273 2 0 337 241 0 330 Grp Sat Flow(s),vehlh/In 1714 0 1788 1714 0 1576 1714 0 1688 1714 0 1776 Q Serve(g_s),s 0.9 0.0 2.4 0.7 0.0 10.6 0.1 0.0 12.1 6.3 0.0 9.2 Cycle Q Clear(g_c),s 0.9 0.0 2.4 0.7 0.0 10.6 0.1 0.0 12.1 6.3 0.0 9.2 Prop In Lane 1.00 0.04 1.00 0.79 1.00 0.09 1.00 0.03 Lane Grp Cap(c),veh/h 230 0 404 409 0 345 362 0 417 396 0 664 V/C Ratio(X) 0.13 0.00 0.20 0.06 0.00 0.79 0.01 0.00 0.81 0.61 0.00 0.50 Avail Cap(c_a),vehlh 678 0 1217 868 0 1072 862 0 1149 678 0 1209 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 19.3 0.0 20.3 18.7 0.0 23.8 18.2 0.0 22.9 15.2 0.0 15.6 Incr Delay(d2),s/veh 0.1 0.0 0.2 0.0 0.0 4.1 0.0 0.0 3.8 0.6 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.3 0.0 0.9 0.2 0.0 3.8 0.0 0.0 4.5 2.0 0.0 3.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 19.4 0.0 20.5 18.7 0.0 27.9 18.2 0.0 26.7 15.8 0.0 16.1 LnGrp LOS B A C B A C B A C B A B Approach Vol,vehlh 112 296 339 571 Approach Delay,s/veh 20.2 27.2 26.6 16.0 Approach LOS C C C B Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 8.1 20.2 6.2 30.2 7.7 20.6 14.4 22.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 2.9 12.6 2.1 11.2 2.7 4.4 8.3 14.1 Green Ext Time(p-c),s 0.0 1.6 0.0 1.8 0.0 0.4 0.2 1.8 Intersection Summary HCM 6th Ctrl Delay 21.6 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 6 Queues Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Background 2025 After SH16 AM Peak Hour --10. 4--- Lane Group EBT WBL WBT NBL NBR Lane Group Flow(vph) 359 264 111 191 147 v/c Ratio 0.73 0.45 0.10 0.55 0.34 Control Delay 26.8 8.6 5.7 32.4 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 26.8 8.6 5.7 32.4 7.9 Queue Length 50th(ft) 90 38 15 65 0 Queue Length 95th(ft) 225 89 40 160 47 Internal Link Dist(ft) 2580 2551 5196 Turn Bay Length(ft) 150 Base Capacity(vph) 1207 774 1742 1094 1031 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.30 0.34 0.06 0.17 0.14 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 7 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Background 2025 After SH16 AM Peak Hour Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + r* Traffic Volume(vph) 110 213 238 100 172 132 Future Volume(vph) 110 213 238 100 172 132 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.91 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1640 1710 1800 1710 1530 Flt Permitted 1.00 0.27 1.00 0.95 1.00 Satd. Flow(perm) 1640 492 1800 1710 1530 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 122 237 264 111 191 147 RTOR Reduction(vph) 63 0 0 0 0 117 Lane Group Flow(vph) 296 0 264 111 191 30 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% Turn Type NA pm+pt NA Prot Prot Protected Phases 6 5 2 8 8 Permitted Phases 2 Actuated Green,G(s) 17.1 38.5 38.5 13.0 13.0 Effective Green, g(s) 17.1 38.5 38.5 13.0 13.0 Actuated g/C Ratio 0.27 0.61 0.61 0.20 0.20 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 2.0 3.0 2.0 2.0 Lane Grp Cap(vph) 441 593 1091 350 313 v/s Ratio Prot c0.18 c0.11 0.06 c0.11 0.02 v/s Ratio Perm 0.16 v/c Ratio 0.67 0.45 0.10 0.55 0.10 Uniform Delay,d1 20.7 7.3 5.2 22.6 20.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 4.0 0.2 0.0 0.9 0.0 Delay(s) 24.7 7.5 5.3 23.5 20.5 Level of Service C A A C C Approach Delay(s) 24.7 6.8 22.2 Approach LOS C A C Intersection Summary HCM 2000 Control Delay 17.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length(s) 63.5 Sum of lost time(s) 18.0 Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 8 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Background 2025 After SH16 AM Peak Hour -4. 4--- Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + r* Traffic Volume(veh/h) 110 213 238 100 172 132 Future Volume(veh/h) 110 213 238 100 172 132 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 122 237 264 111 191 147 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 0 0 Cap,vehlh 158 307 475 993 347 309 Arrive On Green 0.29 0.29 0.14 0.55 0.20 0.20 Sat Flow,vehlh 547 1062 1714 1800 1714 1525 Grp Volume(v),veh/h 0 359 264 111 191 147 Grp Sat Flow(s),vehlh/In 0 1609 1714 1800 1714 1525 Q Serve(g_s),s 0.0 10.0 4.7 1.4 4.9 4.2 Cycle Q Clear(g_c),s 0.0 10.0 4.7 1.4 4.9 4.2 Prop In Lane 0.66 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 0 465 475 993 347 309 V/C Ratio(X) 0.00 0.77 0.56 0.11 0.55 0.48 Avail Cap(c_a),vehlh 0 1449 1078 2727 1369 1218 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 0.0 15.9 10.1 5.2 17.5 17.2 Incr Delay(d2),s/veh 0.0 2.8 0.4 0.0 0.5 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 3.1 1.1 0.3 1.8 1.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 18.6 10.5 5.3 18.0 17.6 LnGrp LOS A B B A B B Approach Vol,vehlh 359 375 338 Approach Delay,s/veh 18.6 8.9 17.8 Approach LOS B A B Timer-Assigned Phs 2 5 6 8 Phs Duration(G+Y+Rc),s 33.0 12.8 20.1 15.9 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 74.0 24.0 44.0 39.0 Max Q Clear Time(g_c+I1),s 3.4 6.7 12.0 6.9 Green Ext Time(p-c),s 0.6 0.3 2.2 0.5 Intersection Summary HCM 6th Ctrl Delay 15.0 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 02/08/2022 Page 9 HCM 6th TWSC Cole Valley Christian School TIS 4: Glassford Ave & McMillan Road Background 2025 After SH16 AM Peak Hour Intersection Int Delay,s/veh 1.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + Traffic Vol,veh/h 240 4 25 291 11 68 Future Vol,veh/h 240 4 25 291 11 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 50 - 0 Veh in Median Storage,# 0 - 0 1 Grade,% 0 - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 261 4 27 316 12 74 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 265 0 633 263 Stage 1 - - - - 263 - Stage 2 - 370 - 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 - 1299 444 776 Stage 1 - 781 - Stage 2 - - 699 - Platoon blocked, % Mov Cap-1 Maneuver - 1299 435 776 Mov Cap-2 Maneuver - 529 - Stage 1 - 781 Stage 2 684 Approach EB WB NB HCM Control Delay,s 0 0.6 10.6 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 729 1299 HCM Lane V/C Ratio 0.118 0.021 HCM Control Delay(s) 10.6 - 7.8 HCM Lane LOS B A HCM 95th%tile Q(veh) 0.4 - 0.1 Kittelson&Associates Synchro 11 Report 03/16/2022 Page 1 MOVEMENT SUMMARY Site: 6 [Rustic Oak/ McMillan] Background 2025 After SH16 AM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Rustic Oak Way 3 L2 3 0.0 0.105 5.1 LOS A 0.4 11.0 0.51 0.42 0.51 35.1 8 T1 8 0.0 0.105 5.1 LOS A 0.4 11.0 0.51 0.42 0.51 35.0 18 R2 80 0.0 0.105 5.1 LOS A 0.4 11.0 0.51 0.42 0.51 34.0 Approach 91 0.0 0.105 5.1 LOS A 0.4 11.0 0.51 0.42 0.51 34.1 East: McMillan Road 1 L2 21 0.0 0.378 6.2 LOS A 2.5 62.1 0.15 0.05 0.15 34.6 6 T1 426 0.0 0.378 6.2 LOS A 2.5 62.1 0.15 0.05 0.15 34.5 16 R2 57 11.0 0.378 6.5 LOS A 2.5 62.1 0.15 0.05 0.15 33.3 Approach 503 1.2 0.378 6.2 LOS A 2.5 62.1 0.15 0.05 0.15 34.4 North: Rustic Oak Way 7 L2 50 0.0 0.062 4.7 LOS A 0.3 6.4 0.50 0.39 0.50 32.9 4 T1 1 0.0 0.062 4.7 LOS A 0.3 6.4 0.50 0.39 0.50 32.8 14 R2 3 0.0 0.062 4.7 LOS A 0.3 6.4 0.50 0.39 0.50 32.0 Approach 54 0.0 0.062 4.7 LOS A 0.3 6.4 0.50 0.39 0.50 32.9 West: McMillan Road 5 L2 12 0.0 0.321 5.7 LOS A 1.9 47.4 0.26 0.12 0.26 34.9 2 T1 390 0.0 0.321 5.7 LOS A 1.9 47.4 0.26 0.12 0.26 34.8 12 R2 9 0.0 0.321 5.7 LOS A 1.9 47.4 0.26 0.12 0.26 33.8 Approach 411 0.0 0.321 5.7 LOS A 1.9 47.4 0.26 0.12 0.26 34.8 All Vehicles 1060 0.6 0.378 5.9 LOS A 2.5 62.1 0.24 0.12 0.24 34.4 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 i Copyright©2000-2019 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Monday,January 24,2022 6:24:54 PM Project: H:\26\26392-Cole Valley Christian School\sidra\26392_BackgroundAfter16_AM_RusticOak-McMillan.sip8 HCM 6th AWSC Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Background 2025 After SH16 AM Peak Hour Intersection Intersection Delay,s/veh 140.5 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 166 271 45 29 252 37 33 261 69 39 226 162 Future Vol,veh/h 166 271 45 29 252 37 33 261 69 39 226 162 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 Heavy Vehicles, % 0 0 0 4 0 3 0 4 2 0 1 0 Mvmt Flow 182 298 49 32 277 41 36 287 76 43 248 178 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 218 69.6 93.6 145.8 HCM LOS F F F F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 9% 34% 9% 9% Vol Thru,% 72% 56% 79% 53% Vol Right, % 19% 9% 12% 38% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 363 482 318 427 LT Vol 33 166 29 39 Through Vol 261 271 252 226 RT Vol 69 45 37 162 Lane Flow Rate 399 530 349 469 Geometry Grp 1 1 1 1 Degree of Util(X) 1.032 1.386 0.927 1.199 Departure Headway(Hd) 11.127 10.203 11.579 10.495 Convergence,Y/N Yes Yes Yes Yes Cap 331 360 315 352 Service Time 9.127 8.203 9.579 8.495 HCM Lane V/C Ratio 1.205 1.472 1.108 1.332 HCM Control Delay 93.6 218 69.6 145.8 HCM Lane LOS F F F F HCM 95th-tile Q 11.9 24.5 9.1 17.4 Kittelson&Associates Synchro 11 Report 02/22/2022 Page 1 Queues Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Background 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 74 248 168 211 249 52 153 568 133 116 660 35 v/c Ratio 0.20 0.63 0.38 0.51 0.45 0.09 0.50 0.58 0.25 0.35 0.69 0.07 Control Delay 18.8 40.3 10.9 22.5 30.0 0.3 21.2 29.5 8.5 18.4 32.9 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 18.8 40.3 10.9 22.5 30.0 0.3 21.2 29.5 8.5 18.4 32.9 0.3 Queue Length 50th(ft) 23 123 11 72 110 0 48 136 7 35 165 0 Queue Length 95th(ft) 61 240 69 155 226 0 105 234 54 82 285 0 Internal Link Dist(ft) 5200 1590 5209 816 Turn Bay Length(ft) 115 100 100 115 185 85 295 100 Base Capacity(vph) 541 649 632 452 659 637 422 1395 702 466 1396 640 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.38 0.27 0.47 0.38 0.08 0.36 0.41 0.19 0.25 0.47 0.05 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 12 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Background 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(vph) 68 228 155 194 229 48 141 523 122 107 607 32 Future Volume(vph) 68 228 155 194 229 48 141 523 122 107 607 32 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1710 1800 1500 1676 1782 1530 1710 3288 1500 1710 3320 1366 Flt Permitted 0.60 1.00 1.00 0.35 1.00 1.00 0.23 1.00 1.00 0.33 1.00 1.00 Satd. Flow(perm) 1088 1800 1500 618 1782 1530 420 3288 1500 594 3320 1366 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 74 248 168 211 249 52 153 568 133 116 660 35 RTOR Reduction(vph) 0 0 110 0 0 36 0 0 80 0 0 25 Lane Group Flow(vph) 74 248 58 211 249 16 153 568 53 116 660 10 Heavy Vehicles(%) 0% 0% 2% 2% 1% 0% 0% 4% 2% 0% 3% 12% Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 2 8 8 4 4 Actuated Green,G(s) 26.2 20.5 20.5 38.1 27.4 27.4 35.6 26.2 26.2 33.6 25.2 25.2 Effective Green, g(s) 26.2 20.5 20.5 38.1 27.4 27.4 35.6 26.2 26.2 33.6 25.2 25.2 Actuated g/C Ratio 0.30 0.23 0.23 0.43 0.31 0.31 0.41 0.30 0.30 0.38 0.29 0.29 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 365 420 350 420 556 478 308 982 448 334 953 392 v/s Ratio Prot 0.01 c0.14 c0.07 0.14 c0.05 0.17 0.03 c0.20 v/s Ratio Perm 0.05 0.04 0.15 0.01 0.15 0.04 0.10 0.01 v/c Ratio 0.20 0.59 0.17 0.50 0.45 0.03 0.50 0.58 0.12 0.35 0.69 0.03 Uniform Delay,d1 22.5 29.9 26.8 16.9 24.1 21.0 17.9 26.1 22.4 18.2 27.8 22.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 2.6 0.3 0.3 0.8 0.0 0.5 1.0 0.2 0.2 2.4 0.0 Delay(s) 22.6 32.5 27.1 17.2 24.9 21.0 18.3 27.1 22.5 18.4 30.2 22.5 Level of Service C C C B C C B C C B C C Approach Delay(s) 29.1 21.3 24.8 28.2 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 25.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length(s) 87.7 Sum of lost time(s) 20.0 Intersection Capacity Utilization 66.6% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 13 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Background 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(veh/h) 68 228 155 194 229 48 141 523 122 107 607 32 Future Volume(veh/h) 68 228 155 194 229 48 141 523 122 107 607 32 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1772 1772 1786 1800 1800 1744 1772 1800 1758 1632 Adj Flow Rate,veh/h 74 248 168 211 249 52 153 568 133 116 660 35 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,% 0 0 2 2 1 0 0 4 2 0 3 12 Cap,vehlh 362 353 294 382 471 402 348 1036 470 354 983 407 Arrive On Green 0.06 0.20 0.20 0.12 0.26 0.26 0.09 0.31 0.31 0.07 0.29 0.29 Sat Flow,vehlh 1714 1800 1502 1688 1786 1525 1714 3313 1502 1714 3340 1383 Grp Volume(v),veh/h 74 248 168 211 249 52 153 568 133 116 660 35 Grp Sat Flow(s),vehlh/In 1714 1800 1502 1688 1786 1525 1714 1657 1502 1714 1670 1383 Q Serve(g_s),s 2.3 8.6 6.8 6.3 8.0 1.7 4.1 9.5 4.5 3.1 11.6 1.2 Cycle Q Clear(g_c),s 2.3 8.6 6.8 6.3 8.0 1.7 4.1 9.5 4.5 3.1 11.6 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 362 353 294 382 471 402 348 1036 470 354 983 407 V/C Ratio(X) 0.20 0.70 0.57 0.55 0.53 0.13 0.44 0.55 0.28 0.33 0.67 0.09 Avail Cap(c_a),vehlh 651 807 674 552 801 684 584 1734 786 621 1748 724 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 19.7 25.1 24.3 17.5 21.1 18.8 15.3 19.1 17.3 15.2 20.8 17.1 Incr Delay(d2),s/veh 0.1 3.6 2.5 0.5 1.3 0.2 0.3 0.6 0.5 0.2 1.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.8 3.6 2.4 2.1 3.0 0.6 1.4 3.3 1.4 1.1 4.2 0.4 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 19.8 28.7 26.8 18.0 22.4 19.0 15.6 19.7 17.8 15.4 21.9 17.2 LnGrp LOS B C C B C B B B B B C B Approach Vol,vehlh 490 512 854 811 Approach Delay,s/veh 26.7 20.2 18.7 20.8 Approach LOS C C B C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 8.7 22.6 10.8 24.7 13.3 18.1 9.6 25.9 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 15.0 30.0 15.0 35.0 15.0 30.0 15.0 35.0 Max Q Clear Time(g_c+I1),s 4.3 10.0 6.1 13.6 8.3 10.6 5.1 11.5 Green Ext Time(p-c),s 0.0 1.9 0.1 6.1 0.2 2.5 0.1 5.9 Intersection Summary HCM 6th Ctrl Delay 21.1 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 14 Queues Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Background 2025 After SH16 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 47 444 79 476 40 408 79 312 v/c Ratio 0.18 0.72 0.27 0.75 0.12 0.78 0.28 0.54 Control Delay 21.0 41.7 21.9 41.8 21.4 47.3 23.3 35.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.0 41.7 21.9 41.8 21.4 47.3 23.3 35.7 Queue Length 50th(ft) 19 289 32 311 18 279 35 193 Queue Length 95th(ft) 48 #494 72 #530 42 442 71 309 Internal Link Dist(ft) 5184 5184 1203 5198 Turn Bay Length(ft) 75 75 75 75 Base Capacity(vph) 441 769 435 775 481 736 420 779 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.58 0.18 0.61 0.08 0.55 0.19 0.40 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 18 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Background 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 42 365 34 71 380 49 36 262 105 71 255 26 Future Volume(vph) 42 365 34 71 380 49 36 262 105 71 255 26 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 1.00 0.96 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1653 1718 1621 1703 1605 1630 1653 1716 Flt Permitted 0.27 1.00 0.27 1.00 0.45 1.00 0.26 1.00 Satd. Flow(perm) 463 1718 460 1703 755 1630 448 1716 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 47 406 38 79 422 54 40 291 117 79 283 29 RTOR Reduction(vph) 0 2 0 0 3 0 0 10 0 0 2 0 Lane Group Flow(vph) 47 442 0 79 473 0 40 398 0 79 310 0 Heavy Vehicles(%) 0% 0% 0% 2% 0% 4% 3% 3% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G(s) 44.0 39.0 46.8 40.4 39.1 34.3 43.3 36.4 Effective Green,g(s) 44.0 39.0 46.8 40.4 39.1 34.3 43.3 36.4 Actuated g/C Ratio 0.40 0.35 0.42 0.37 0.35 0.31 0.39 0.33 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 237 605 261 622 303 505 250 564 v/s Ratio Prot 0.01 0.26 c0.02 c0.28 0.01 c0.24 c0.02 0.18 v/s Ratio Perm 0.07 0.11 0.04 0.10 v/c Ratio 0.20 0.73 0.30 0.76 0.13 0.79 0.32 0.55 Uniform Delay,d1 22.2 31.2 21.1 30.9 24.0 34.8 23.2 30.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.2 4.5 0.2 5.5 0.1 8.0 0.3 1.1 Delay(s) 22.3 35.7 21.4 36.3 24.0 42.8 23.5 31.5 Level of Service C D C D C D C C Approach Delay(s) 34.5 34.2 41.2 29.9 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 35.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length(s) 110.6 Sum of lost time(s) 24.0 Intersection Capacity Utilization 73.9% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 19 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Background 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 42 365 34 71 380 49 36 262 105 71 255 26 Future Volume(veh/h) 42 365 34 71 380 49 36 262 105 71 255 26 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1772 1800 1744 1758 1758 1800 1800 1800 1800 Adj Flow Rate,veh/h 47 406 38 79 422 54 40 291 117 79 283 29 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 2 0 4 3 3 0 0 0 0 Cap,vehlh 218 490 46 246 491 63 315 341 137 237 484 50 Arrive On Green 0.04 0.30 0.30 0.05 0.31 0.31 0.04 0.29 0.29 0.05 0.30 0.30 Sat Flow,vehlh 1714 1621 152 1688 1564 200 1674 1192 479 1714 1606 165 Grp Volume(v),veh/h 47 0 444 79 0 476 40 0 408 79 0 312 Grp Sat Flow(s),vehlh/In 1714 0 1773 1688 0 1764 1674 0 1672 1714 0 1770 Q Serve(g_s),s 1.4 0.0 18.2 2.5 0.0 19.8 1.3 0.0 18.0 2.5 0.0 11.7 Cycle Q Clear(g_c),s 1.4 0.0 18.2 2.5 0.0 19.8 1.3 0.0 18.0 2.5 0.0 11.7 Prop In Lane 1.00 0.09 1.00 0.11 1.00 0.29 1.00 0.09 Lane Grp Cap(c),veh/h 218 0 536 246 0 553 315 0 478 237 0 534 V/C Ratio(X) 0.22 0.00 0.83 0.32 0.00 0.86 0.13 0.00 0.85 0.33 0.00 0.58 Avail Cap(c_a),vehlh 565 0 997 567 0 992 660 0 940 564 0 996 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 19.8 0.0 25.4 19.4 0.0 25.2 19.1 0.0 26.4 20.2 0.0 23.2 Incr Delay(d2),s/veh 0.2 0.0 3.4 0.3 0.0 4.1 0.1 0.0 4.4 0.3 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.5 0.0 7.4 0.9 0.0 8.0 0.5 0.0 7.0 0.9 0.0 4.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 19.9 0.0 28.8 19.7 0.0 29.3 19.2 0.0 30.8 20.5 0.0 24.2 LnGrp LOS B A C B A C B A C C A C Approach Vol,vehlh 491 555 448 391 Approach Delay,s/veh 27.9 27.9 29.8 23.4 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.2 30.5 8.9 29.6 10.1 29.6 10.1 28.4 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 3.4 21.8 3.3 13.7 4.5 20.2 4.5 20.0 Green Ext Time(p-c),s 0.0 2.7 0.0 1.7 0.1 2.5 0.1 2.3 Intersection Summary HCM 6th Ctrl Delay 27.4 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 20 Queues Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Background 2025 After SH16 PM School Peak Hour t Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 24 984 209 203 1298 221 273 33 47 v/c Ratio 0.10 0.52 0.23 0.51 0.59 0.86 0.67 0.29 0.50 Control Delay 11.7 24.7 3.3 13.9 19.6 86.6 20.8 54.8 59.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 11.7 24.7 3.3 13.9 19.6 86.6 20.8 54.8 59.7 Queue Length 50th(ft) 8 335 0 72 443 209 40 27 24 Queue Length 95th(ft) 20 475 47 115 564 #310 143 57 68 Internal Link Dist(ft) 4871 2550 5193 384 Turn Bay Length(ft) 300 450 300 80 80 Base Capacity(vph) 257 1910 927 478 2185 274 497 271 336 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.52 0.23 0.42 0.59 0.81 0.55 0.12 0.14 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Background 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(vph) 22 905 192 187 1169 25 203 28 224 30 21 22 Future Volume(vph) 22 905 192 187 1169 25 203 28 224 30 21 22 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 14 14 12 12 12 12 12 12 12 12 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.87 1.00 0.92 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 3353 1470 1806 3341 1569 1526 1598 1541 Flt Permitted 0.17 1.00 1.00 0.21 1.00 0.35 1.00 0.62 1.00 Satd. Flow(perm) 303 3353 1470 391 3341 573 1526 1051 1541 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 24 984 209 203 1271 27 221 30 243 33 23 24 RTOR Reduction(vph) 0 0 92 0 1 0 0 198 0 0 23 0 Lane Group Flow(vph) 24 984 117 203 1297 0 221 75 0 33 24 0 Heavy Vehicles(%) 0% 2% 11% 1% 2% 4% 9% 12% 1% 7% 16% 0% Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 8 4 Actuated Green, G(s) 93.1 89.7 89.7 110.8 100.4 35.2 22.1 12.5 6.4 Effective Green,g(s) 93.1 89.7 89.7 110.8 100.4 35.2 22.1 12.5 6.4 Actuated g/C Ratio 0.58 0.56 0.56 0.69 0.63 0.22 0.14 0.08 0.04 Clearance Time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 2.0 3.0 3.0 2.0 3.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 206 1879 824 395 2096 261 210 102 61 v/s Ratio Prot 0.00 0.29 c0.05 c0.39 c0.12 0.05 0.01 0.02 v/s Ratio Perm 0.07 0.08 0.31 c0.07 0.01 v/c Ratio 0.12 0.52 0.14 0.51 0.62 0.85 0.36 0.32 0.39 Uniform Delay,d1 15.4 21.9 16.8 12.5 18.1 56.8 62.5 69.4 74.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 1.0 0.4 0.5 0.6 20.8 0.4 0.7 1.5 Delay(s) 15.5 22.9 17.1 13.0 18.7 77.7 62.9 70.1 76.4 Level of Service B C B B B E E E E Approach Delay(s) 21.8 17.9 69.5 73.8 Approach LOS C B E E Intersection Summary HCM 2000 Control Delay 28.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length(s) 160.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 82.8% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Background 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(veh/h) 22 905 192 187 1169 25 203 28 224 30 21 22 Future Volume(veh/h) 22 905 192 187 1169 25 203 28 224 30 21 22 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1772 1711 1857 1772 1744 1674 1632 1786 1702 1575 1800 Adj Flow Rate,veh/h 24 984 209 203 1271 27 221 30 243 33 23 24 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,% 0 2 11 1 2 4 9 12 1 7 16 0 Cap,vehlh 98 1132 488 229 1356 29 341 32 256 97 66 69 Arrive On Green 0.02 0.34 0.34 0.09 0.40 0.40 0.13 0.20 0.20 0.02 0.09 0.09 Sat Flow,vehlh 1714 3367 1450 1769 3371 72 1594 155 1252 1621 706 737 Grp Volume(v),veh/h 24 984 209 203 634 664 221 0 273 33 0 47 Grp Sat Flow(s),vehlh/In 1714 1683 1450 1769 1683 1759 1594 0 1406 1621 0 1443 Q Serve(g_s),s 1.5 43.9 17.9 11.7 57.8 57.9 19.5 0.0 30.7 2.9 0.0 4.9 Cycle Q Clear(g_c),s 1.5 43.9 17.9 11.7 57.8 57.9 19.5 0.0 30.7 2.9 0.0 4.9 Prop In Lane 1.00 1.00 1.00 0.04 1.00 0.89 1.00 0.51 Lane Grp Cap(c),veh/h 98 1132 488 229 677 708 341 0 287 97 0 135 V/C Ratio(X) 0.25 0.87 0.43 0.89 0.94 0.94 0.65 0.00 0.95 0.34 0.00 0.35 Avail Cap(c_a),vehlh 148 1132 488 330 715 748 355 0 290 291 0 298 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 41.0 49.8 41.2 37.8 45.9 45.9 53.7 0.0 62.8 64.1 0.0 68.0 Incr Delay(d2),s/veh 0.5 9.2 2.7 14.1 19.3 18.8 2.9 0.0 38.9 0.8 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 19.2 6.6 5.7 26.6 27.7 8.0 0.0 13.8 1.2 0.0 1.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 41.5 59.0 43.9 51.9 65.1 64.7 56.6 0.0 101.7 64.9 0.0 68.5 LnGrp LOS D E D D E E E A F E A E Approach Vol,vehlh 1217 1501 494 80 Approach Delay,s/veh 56.1 63.2 81.5 67.0 Approach LOS E E F E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 10.3 71.4 28.6 22.0 20.9 60.8 10.8 39.7 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 8.0 68.0 23.0 33.0 23.0 53.0 23.0 33.0 Max Q Clear Time(g_c+I1),s 3.5 59.9 21.5 6.9 13.7 45.9 4.9 32.7 Green Ext Time(p-c),s 0.0 4.5 0.0 0.1 0.2 3.7 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 63.4 HCM 6th LOS E Kittelson&Associates Synchro 11 Report 02/08/2022 Page 3 Queues Cole Valley Christian School TIS 2: Star Road & McMillan Road Background )I 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 13 41 24 337 1 312 89 226 v/c Ratio 0.05 0.09 0.06 0.64 0.00 0.60 0.20 0.28 Control Delay 19.1 25.4 18.9 22.0 12.0 27.9 11.5 14.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.1 25.4 18.9 22.0 12.0 27.9 11.5 14.4 Queue Length 50th(ft) 3 11 6 66 0 93 14 39 Queue Length 95th(ft) 17 47 26 226 3 269 60 170 Internal Link Dist(ft) 5103 2580 5185 5224 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 571 1299 651 1179 797 1242 690 1249 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.03 0.04 0.29 0.00 0.25 0.13 0.18 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 4 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 2: Star Road & McMillan Road Background 2025 After SH16 PM School Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 12 36 1 22 68 235 1 254 27 80 196 7 Future Volume(vph) 12 36 1 22 68 235 1 254 27 80 196 7 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.88 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1569 1793 1710 1584 1710 1712 1660 1724 Flt Permitted 0.38 1.00 0.68 1.00 0.62 1.00 0.37 1.00 Satd. Flow(perm) 623 1793 1227 1584 1111 1712 641 1724 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 13 40 1 24 76 261 1 282 30 89 218 8 RTOR Reduction(vph) 0 1 0 0 88 0 0 3 0 0 1 0 Lane Group Flow(vph) 13 40 0 24 249 0 1 309 0 89 225 0 Heavy Vehicles(%) 9% 0% 0% 0% 2% 0% 0% 4% 0% 3% 4% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 17.5 16.8 19.9 18.0 23.8 23.2 36.2 29.6 Effective Green, g(s) 17.5 16.8 19.9 18.0 23.8 23.2 36.2 29.6 Actuated g/C Ratio 0.24 0.23 0.27 0.25 0.33 0.32 0.50 0.41 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 158 413 347 391 367 544 416 700 v/s Ratio Prot 0.00 0.02 c0.00 c0.16 0.00 c0.18 c0.02 c0.13 v/s Ratio Perm 0.02 0.02 0.00 0.09 v/c Ratio 0.08 0.10 0.07 0.64 0.00 0.57 0.21 0.32 Uniform Delay,d1 21.4 22.1 19.6 24.5 16.5 20.7 10.6 14.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 0.0 3.4 0.0 1.4 0.1 0.3 Delay(s) 21.5 22.2 19.6 27.9 16.5 22.1 10.7 15.1 Level of Service C C B C B C B B Approach Delay(s) 22.0 27.4 22.0 13.8 Approach LOS C C C B Intersection Summary HCM 2000 Control Delay 21.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length(s) 72.9 Sum of lost time(s) 24.0 Intersection Capacity Utilization 54.6% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 5 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 2: Star Road & McMillan Road Background 2025 After SH16 PM School Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 12 36 1 22 68 235 1 254 27 80 196 7 Future Volume(veh/h) 12 36 1 22 68 235 1 254 27 80 196 7 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1674 1800 1800 1800 1772 1800 1800 1744 1800 1758 1744 1800 Adj Flow Rate,veh/h 13 40 1 24 76 261 1 282 30 89 218 8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 9 0 0 0 2 0 0 4 0 3 4 0 Cap,vehlh 218 454 11 508 95 326 353 362 39 301 498 18 Arrive On Green 0.02 0.26 0.26 0.03 0.27 0.27 0.00 0.23 0.23 0.07 0.30 0.30 Sat Flow,vehlh 1594 1748 44 1714 351 1204 1714 1549 165 1674 1671 61 Grp Volume(v),veh/h 13 0 41 24 0 337 1 0 312 89 0 226 Grp Sat Flow(s),vehlh/In 1594 0 1792 1714 0 1555 1714 0 1714 1674 0 1733 Q Serve(g_s),s 0.3 0.0 1.0 0.6 0.0 11.7 0.0 0.0 9.9 2.3 0.0 6.1 Cycle Q Clear(g_c),s 0.3 0.0 1.0 0.6 0.0 11.7 0.0 0.0 9.9 2.3 0.0 6.1 Prop In Lane 1.00 0.02 1.00 0.77 1.00 0.10 1.00 0.04 Lane Grp Cap(c),veh/h 218 0 465 508 0 421 353 0 401 301 0 516 V/C Ratio(X) 0.06 0.00 0.09 0.05 0.00 0.80 0.00 0.00 0.78 0.30 0.00 0.44 Avail Cap(c_a),vehlh 714 0 1358 1021 0 1179 911 0 1299 739 0 1313 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 16.4 0.0 16.3 15.0 0.0 19.7 17.0 0.0 20.8 16.0 0.0 16.5 Incr Delay(d2),s/veh 0.0 0.0 0.1 0.0 0.0 3.5 0.0 0.0 3.3 0.2 0.0 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.1 0.0 0.4 0.2 0.0 3.8 0.0 0.0 3.6 0.7 0.0 2.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 16.5 0.0 16.4 15.0 0.0 23.2 17.0 0.0 24.1 16.2 0.0 17.0 LnGrp LOS B A B B A C B A C B A B Approach Vol,vehlh 54 361 313 315 Approach Delay,s/veh 16.4 22.7 24.1 16.8 Approach LOS B C C B Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 6.9 21.7 6.1 23.3 7.6 21.1 9.8 19.6 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 2.3 13.7 2.0 8.1 2.6 3.0 4.3 11.9 Green Ext Time(p-c),s 0.0 2.0 0.0 1.2 0.0 0.2 0.1 1.7 Intersection Summary HCM 6th Ctrl Delay 21.0 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 6 Queues Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Background 2025 After SH16 PM School Peak Hour --10. 4--- Lane Group EBT WBL WBT NBL NBR Lane Group Flow(vph) 157 76 138 227 234 v/c Ratio 0.34 0.16 0.18 0.46 0.39 Control Delay 14.8 8.0 8.1 18.4 5.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 14.8 8.0 8.1 18.4 5.0 Queue Length 50th(ft) 25 10 18 52 0 Queue Length 95th(ft) 75 30 48 118 42 Internal Link Dist(ft) 2580 2551 5196 Turn Bay Length(ft) 150 Base Capacity(vph) 1533 1013 1782 1476 1353 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.10 0.08 0.08 0.15 0.17 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 7 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Background 2025 After SH16 PM School Peak Hour --I- 4___ Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + r* Traffic Volume(vph) 68 73 68 124 204 211 Future Volume(vph) 68 73 68 124 204 211 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 Frt 0.93 1.00 1.00 1.00 0.85 Flt Protected 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1659 1710 1782 1710 1530 Flt Permitted 1.00 0.43 1.00 0.95 1.00 Satd. Flow(perm) 1659 768 1782 1710 1530 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 76 81 76 138 227 234 RTOR Reduction(vph) 36 0 0 0 0 170 Lane Group Flow(vph) 121 0 76 138 227 64 Heavy Vehicles(%) 2% 0% 0% 1% 0% 0% Turn Type NA pm+pt NA Prot Prot Protected Phases 6 5 2 8 8 Permitted Phases 2 Actuated Green,G(s) 11.1 21.1 21.1 12.4 12.4 Effective Green, g(s) 11.1 21.1 21.1 12.4 12.4 Actuated g/C Ratio 0.24 0.46 0.46 0.27 0.27 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 2.0 3.0 3.0 3.0 Lane Grp Cap(vph) 404 438 826 466 416 v/s Ratio Prot c0.07 0.02 c0.08 c0.13 0.04 v/s Ratio Perm 0.07 v/c Ratio 0.30 0.17 0.17 0.49 0.15 Uniform Delay,d1 14.0 7.3 7.1 13.9 12.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.4 0.1 0.1 0.8 0.2 Delay(s) 14.5 7.3 7.2 14.7 12.7 Level of Service B A A B B Approach Delay(s) 14.5 7.2 13.7 Approach LOS B A B Intersection Summary HCM 2000 Control Delay 12.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.39 Actuated Cycle Length(s) 45.5 Sum of lost time(s) 18.0 Intersection Capacity Utilization 39.6% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 8 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Background 2025 After SH16 PM School Peak Hour --I- 4--- Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + r* Traffic Volume(veh/h) 68 73 68 124 204 211 Future Volume(veh/h) 68 73 68 124 204 211 Initial Q(Qb),veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow,veh/h/In 1772 1800 1800 1786 1800 1800 Adj Flow Rate,veh/h 76 81 76 138 227 234 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 2 0 0 1 0 0 Cap,vehlh 192 205 502 826 418 372 Arrive On Green 0.24 0.24 0.07 0.46 0.24 0.24 Sat Flow,vehlh 785 836 1714 1786 1714 1525 Grp Volume(v),veh/h 0 157 76 138 227 234 Grp Sat Flow(s),vehlh/In 0 1621 1714 1786 1714 1525 Q Serve(g_s),s 0.0 3.3 1.2 1.8 4.7 5.6 Cycle Q Clear(g_c),s 0.0 3.3 1.2 1.8 4.7 5.6 Prop In Lane 0.52 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 0 397 502 826 418 372 V/C Ratio(X) 0.00 0.40 0.15 0.17 0.54 0.63 Avail Cap(c_a),vehlh 0 1747 1389 3236 1637 1457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 0.0 12.9 9.0 6.4 13.5 13.8 Incr Delay(d2),s/veh 0.0 0.6 0.1 0.1 1.1 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 0.9 0.3 0.4 1.6 1.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 0.0 13.5 9.0 6.5 14.6 15.6 LnGrp LOS A B A A B B Approach Vol,vehlh 157 214 461 Approach Delay,s/veh 13.5 7.4 15.1 Approach LOS B A B Timer-Assigned Phs 2 5 6 8 Phs Duration(G+Y+Rc),s 24.9 8.9 16.0 15.9 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 74.0 24.0 44.0 39.0 Max Q Clear Time(g_c+I1),s 3.8 3.2 5.3 7.6 Green Ext Time(p-c),s 0.7 0.1 0.8 1.5 Intersection Summary HCM 6th Ctrl Delay 12.8 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 02/08/2022 Page 9 HCM 6th TWSC Cole Valley Christian School TIS 4: Glassford Ave & McMillan Road Background 2025 After SH16 PM School Peak Hour Intersection Int Delay,s/veh 1.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� + Traffic Vol,veh/h 281 12 83 206 7 44 Future Vol,veh/h 281 12 83 206 7 44 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length 50 - 0 Veh in Median Storage,# 0 - 0 1 Grade,% 0 - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 305 13 90 224 8 48 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 318 0 716 312 Stage 1 - - - - 312 - Stage 2 - 404 - 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 - 1242 397 728 Stage 1 - 742 - Stage 2 - - 674 - Platoon blocked, % Mov Cap-1 Maneuver - 1242 368 728 Mov Cap-2 Maneuver - 475 - Stage 1 - 742 Stage 2 625 Approach EB WB NB HCM Control Delay,s 0 2.3 10.8 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 678 1242 HCM Lane V/C Ratio 0.082 0.073 HCM Control Delay(s) 10.8 - 8.1 HCM Lane LOS B A HCM 95th%tile Q(veh) 0.3 - 0.2 Kittelson&Associates Synchro 11 Report 03/16/2022 Page 1 MOVEMENT SUMMARY Site: 6 [Rustic Oak/ McMillan] Background 2025 After SH16 PM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Rustic Oak Way 3 L2 1 0.0 0.049 4.6 LOS A 0.2 5.0 0.49 0.37 0.49 35.5 8 T1 8 0.0 0.049 4.6 LOS A 0.2 5.0 0.49 0.37 0.49 35.4 18 R2 34 0.0 0.049 4.6 LOS A 0.2 5.0 0.49 0.37 0.49 34.3 Approach 43 0.0 0.049 4.6 LOS A 0.2 5.0 0.49 0.37 0.49 34.5 East: McMillan Road 1 L2 36 0.0 0.302 5.4 LOS A 1.8 44.5 0.14 0.04 0.14 34.9 6 T1 324 1.0 0.302 5.4 LOS A 1.8 44.5 0.14 0.04 0.14 34.8 16 R2 42 3.0 0.302 5.4 LOS A 1.8 44.5 0.14 0.04 0.14 33.7 Approach 402 1.1 0.302 5.4 LOS A 1.8 44.5 0.14 0.04 0.14 34.7 North: Rustic Oak Way 7 L2 44 0.0 0.055 4.3 LOS A 0.2 5.7 0.45 0.32 0.45 33.3 4 T1 3 0.0 0.055 4.3 LOS A 0.2 5.7 0.45 0.32 0.45 33.2 14 R2 4 0.0 0.055 4.3 LOS A 0.2 5.7 0.45 0.32 0.45 32.3 Approach 52 0.0 0.055 4.3 LOS A 0.2 5.7 0.45 0.32 0.45 33.2 West: McMillan Road 5 L2 13 15.0 0.322 6.2 LOS A 1.9 47.2 0.28 0.14 0.28 34.4 2 T1 386 0.0 0.322 5.8 LOS A 1.9 47.2 0.28 0.14 0.28 34.8 12 R2 7 0.0 0.322 5.8 LOS A 1.9 47.2 0.28 0.14 0.28 33.8 Approach 406 0.5 0.322 5.8 LOS A 1.9 47.2 0.28 0.14 0.28 34.8 All Vehicles 903 0.7 0.322 5.5 LOS A 1.9 47.2 0.24 0.12 0.24 34.6 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 i Copyright©2000-2019 Akcelik and Associates Pty Ltd i sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Monday,January 24,2022 6:15:23 PM Project: H:\26\26392-Cole Valley Christian School\sidra\26392_BackgroundAfter16_PM_RusticOak-McMillan.sip8 HCM 6th AWSC Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Background 2025 After SH16 PM School Peak Hour Intersection Intersection Delay,s/veh 119 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 128 186 42 96 249 106 51 267 70 48 288 80 Future Vol,veh/h 128 186 42 96 249 106 51 267 70 48 288 80 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 0 1 0 0 1 0 4 5 0 0 7 0 Mvmt Flow 133 194 44 100 259 110 53 278 73 50 300 83 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 80.5 157.7 103.5 124.5 HCM LOS F F F F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 13% 36% 21% 12% Vol Thru,% 69% 52% 55% 69% Vol Right, % 18% 12% 24% 19% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 388 356 451 416 LT Vol 51 128 96 48 Through Vol 267 186 249 288 RT Vol 70 42 106 80 Lane Flow Rate 404 371 470 433 Geometry Grp 1 1 1 1 Degree of Util(X) 1.071 0.984 1.234 1.139 Departure Headway(Hd) 10.767 11.047 10.202 10.484 Convergence,Y/N Yes Yes Yes Yes Cap 340 330 362 351 Service Time 8.767 9.047 8.202 8.484 HCM Lane V/C Ratio 1.188 1.124 1.298 1.234 HCM Control Delay 103.5 80.5 157.7 124.5 HCM Lane LOS F F F F HCM 95th-tile Q 13.2 10.6 18.9 15.5 Kittelson&Associates Synchro 11 Report 02/22/2022 Page 1 Queues Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Background 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 95 209 104 187 390 154 290 862 191 247 801 91 v/c Ratio 0.37 0.53 0.24 0.48 0.76 0.30 0.84 0.80 0.34 0.78 0.76 0.16 Control Delay 25.0 41.2 6.9 25.8 45.9 11.7 44.7 39.7 14.2 39.5 37.8 3.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.0 41.2 6.9 25.8 45.9 11.7 44.7 39.7 14.2 39.5 37.8 3.9 Queue Length 50th(ft) 41 126 0 86 250 21 123 286 38 100 258 0 Queue Length 95th(ft) 76 204 37 138 378 73 #308 #402 103 #248 361 25 Internal Link Dist(ft) 5200 1590 5209 816 Turn Bay Length(ft) 115 100 100 115 185 85 295 100 Base Capacity(vph) 376 537 541 427 554 550 354 1169 607 341 1180 612 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.25 0.39 0.19 0.44 0.70 0.28 0.82 0.74 0.31 0.72 0.68 0.15 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 12 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Background 2025 After SH16 PM School Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(vph) 92 203 101 181 378 149 281 836 185 240 777 88 Future Volume(vph) 92 203 101 181 378 149 281 836 185 240 777 88 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1710 1782 1530 1710 1800 1530 1710 3320 1515 1710 3353 1530 Flt Permitted 0.31 1.00 1.00 0.40 1.00 1.00 0.17 1.00 1.00 0.15 1.00 1.00 Satd. Flow(perm) 551 1782 1530 722 1800 1530 298 3320 1515 264 3353 1530 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 95 209 104 187 390 154 290 862 191 247 801 91 RTOR Reduction(vph) 0 0 80 0 0 82 0 0 78 0 0 62 Lane Group Flow(vph) 95 209 24 187 390 72 290 862 113 247 801 29 Heavy Vehicles(%) 0% 1% 0% 0% 0% 0% 0% 3% 1% 0% 2% 0% Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 2 8 8 4 4 Actuated Green,G(s) 30.6 23.8 23.8 40.9 29.1 29.1 47.6 32.9 32.9 46.2 32.2 32.2 Effective Green, g(s) 30.6 23.8 23.8 40.9 29.1 29.1 47.6 32.9 32.9 46.2 32.2 32.2 Actuated g/C Ratio 0.30 0.23 0.23 0.40 0.28 0.28 0.46 0.32 0.32 0.45 0.31 0.31 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 240 412 354 403 509 433 339 1062 484 315 1050 479 v/s Ratio Prot 0.03 0.12 c0.05 c0.22 c0.12 0.26 0.11 0.24 v/s Ratio Perm 0.09 0.02 0.13 0.05 c0.27 0.07 0.25 0.02 v/c Ratio 0.40 0.51 0.07 0.46 0.77 0.17 0.86 0.81 0.23 0.78 0.76 0.06 Uniform Delay,d1 27.4 34.4 30.8 21.6 33.7 27.7 20.5 32.1 25.7 20.9 31.9 24.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.4 1.3 0.1 0.3 7.2 0.2 18.0 5.1 0.3 11.2 3.5 0.1 Delay(s) 27.8 35.7 31.0 21.9 40.9 28.0 38.5 37.2 26.0 32.0 35.4 24.8 Level of Service C D C C D C D D C C D C Approach Delay(s) 32.7 33.3 35.9 33.8 Approach LOS C C D C Intersection Summary HCM 2000 Control Delay 34.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length(s) 102.8 Sum of lost time(s) 20.0 Intersection Capacity Utilization 82.2% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 13 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Background 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(veh/h) 92 203 101 181 378 149 281 836 185 240 777 88 Future Volume(veh/h) 92 203 101 181 378 149 281 836 185 240 777 88 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1800 1800 1800 1800 1800 1758 1786 1800 1772 1800 Adj Flow Rate,veh/h 95 209 104 187 390 154 290 862 191 247 801 91 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh,% 0 1 0 0 0 0 0 3 1 0 2 0 Cap,vehlh 234 384 328 383 469 398 380 1107 502 341 1059 480 Arrive On Green 0.06 0.22 0.22 0.11 0.26 0.26 0.14 0.33 0.33 0.12 0.31 0.31 Sat Flow,vehlh 1714 1786 1525 1714 1800 1525 1714 3340 1514 1714 3367 1525 Grp Volume(v),veh/h 95 209 104 187 390 154 290 862 191 247 801 91 Grp Sat Flow(s),vehlh/In 1714 1786 1525 1714 1800 1525 1714 1670 1514 1714 1683 1525 Q Serve(g_s),s 3.7 9.1 5.0 7.2 17.9 7.3 9.8 20.3 8.4 8.3 18.7 3.8 Cycle Q Clear(g_c),s 3.7 9.1 5.0 7.2 17.9 7.3 9.8 20.3 8.4 8.3 18.7 3.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 234 384 328 383 469 398 380 1107 502 341 1059 480 V/C Ratio(X) 0.41 0.54 0.32 0.49 0.83 0.39 0.76 0.78 0.38 0.72 0.76 0.19 Avail Cap(c_a),vehlh 426 613 524 497 618 524 440 1338 606 430 1348 611 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 25.6 30.5 28.9 22.6 30.5 26.6 19.2 26.3 22.4 19.7 26.9 21.8 Incr Delay(d2),s/veh 0.4 1.7 0.8 0.4 8.3 0.9 5.4 2.8 0.7 2.9 2.3 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(50%),veh/In 1.5 4.0 1.8 2.8 8.6 2.6 4.0 7.9 2.9 3.3 7.3 1.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 26.0 32.2 29.7 23.0 38.8 27.5 24.6 29.2 23.0 22.7 29.2 22.1 LnGrp LOS C C C C D C C C C C C C Approach Vol,vehlh 408 731 1343 1139 Approach Delay,s/veh 30.1 32.4 27.3 27.2 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 10.2 27.8 16.9 32.5 14.2 23.8 15.5 34.0 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 15.0 30.0 15.0 35.0 15.0 30.0 15.0 35.0 Max Q Clear Time(g_c+I1),s 5.7 19.9 11.8 20.7 9.2 11.1 10.3 22.3 Green Ext Time(p-c),s 0.1 2.9 0.1 6.3 0.1 2.1 0.2 6.6 Intersection Summary HCM 6th Ctrl Delay 28.6 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 14 Queues Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Background )I 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 26 330 118 444 34 443 76 368 v/c Ratio 0.10 0.70 0.35 0.70 0.10 0.79 0.27 0.59 Control Delay 21.8 45.5 24.0 39.0 19.3 44.3 20.9 33.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.8 45.5 24.0 39.0 19.3 44.3 20.9 33.3 Queue Length 50th(ft) 11 217 54 297 13 287 31 221 Queue Length 95th(ft) 31 355 100 464 36 #506 67 371 Internal Link Dist(ft) 5184 5184 1203 5198 Turn Bay Length(ft) 75 75 75 75 Base Capacity(vph) 459 765 443 757 502 727 425 735 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.43 0.27 0.59 0.07 0.61 0.18 0.50 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 18 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Background 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 24 283 27 111 321 97 32 296 120 71 314 32 Future Volume(vph) 24 283 27 111 321 97 32 296 120 71 314 32 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.97 1.00 0.96 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1653 1717 1653 1679 1653 1619 1653 1613 Flt Permitted 0.35 1.00 0.30 1.00 0.42 1.00 0.24 1.00 Satd. Flow(perm) 601 1717 527 1679 725 1619 425 1613 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow(vph) 26 301 29 118 341 103 34 315 128 76 334 34 RTOR Reduction(vph) 0 2 0 0 6 0 0 9 0 0 2 0 Lane Group Flow(vph) 26 328 0 118 438 0 34 434 0 76 366 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 4% 0% 0% 7% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G(s) 35.7 32.5 48.9 39.7 41.3 37.9 47.9 41.2 Effective Green,g(s) 35.7 32.5 48.9 39.7 41.3 37.9 47.9 41.2 Actuated g/C Ratio 0.32 0.29 0.44 0.36 0.37 0.34 0.43 0.37 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 222 500 336 597 296 550 256 596 v/s Ratio Prot 0.00 0.19 c0.03 c0.26 0.00 c0.27 c0.02 c0.23 v/s Ratio Perm 0.03 0.12 0.04 0.11 v/c Ratio 0.12 0.66 0.35 0.73 0.11 0.79 0.30 0.61 Uniform Delay,d1 26.7 34.6 20.5 31.3 22.9 33.2 21.2 28.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 3.1 0.2 4.6 0.1 7.4 0.2 1.9 Delay(s) 26.8 37.7 20.8 35.9 23.0 40.6 21.5 30.6 Level of Service C D C D C D C C Approach Delay(s) 36.9 32.7 39.3 29.0 Approach LOS D C D C Intersection Summary HCM 2000 Control Delay 34.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length(s) 111.5 Sum of lost time(s) 24.0 Intersection Capacity Utilization 76.5% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 19 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Background 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 24 283 27 111 321 97 32 296 120 71 314 32 Future Volume(veh/h) 24 283 27 111 321 97 32 296 120 71 314 32 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1744 1800 1800 1702 1800 Adj Flow Rate,veh/h 26 301 29 118 341 103 34 315 128 76 334 34 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 0 0 0 0 0 0 0 4 0 0 7 0 Cap,vehlh 197 416 40 308 399 120 294 366 149 238 500 51 Arrive On Green 0.03 0.26 0.26 0.07 0.30 0.30 0.03 0.31 0.31 0.05 0.33 0.33 Sat Flow,vehlh 1714 1616 156 1714 1327 401 1714 1179 479 1714 1519 155 Grp Volume(v),veh/h 26 0 330 118 0 444 34 0 443 76 0 368 Grp Sat Flow(s),vehlh/In 1714 0 1772 1714 0 1728 1714 0 1658 1714 0 1674 Q Serve(g_s),s 0.9 0.0 13.2 3.9 0.0 18.8 1.0 0.0 19.5 2.3 0.0 14.7 Cycle Q Clear(g_c),s 0.9 0.0 13.2 3.9 0.0 18.8 1.0 0.0 19.5 2.3 0.0 14.7 Prop In Lane 1.00 0.09 1.00 0.23 1.00 0.29 1.00 0.09 Lane Grp Cap(c),veh/h 197 0 456 308 0 519 294 0 514 238 0 550 V/C Ratio(X) 0.13 0.00 0.72 0.38 0.00 0.85 0.12 0.00 0.86 0.32 0.00 0.67 Avail Cap(c_a),vehlh 569 0 1005 606 0 980 657 0 940 569 0 950 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 21.7 0.0 26.3 20.1 0.0 25.5 18.2 0.0 25.2 19.2 0.0 22.4 Incr Delay(d2),s/veh 0.1 0.0 2.2 0.3 0.0 4.1 0.1 0.0 4.4 0.3 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.3 0.0 5.3 1.4 0.0 7.5 0.4 0.0 7.4 0.8 0.0 5.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 21.8 0.0 28.5 20.3 0.0 29.7 18.3 0.0 29.5 19.4 0.0 23.8 LnGrp LOS C A C C A C B A C B A C Approach Vol,vehlh 356 562 477 444 Approach Delay,s/veh 28.0 27.7 28.7 23.1 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 8.1 29.3 8.6 31.5 11.5 26.0 10.0 30.1 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 2.9 20.8 3.0 16.7 5.9 15.2 4.3 21.5 Green Ext Time(p-c),s 0.0 2.6 0.0 2.1 0.1 1.8 0.1 2.6 Intersection Summary HCM 6th Ctrl Delay 26.9 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 20 Appendix H Year 2025 Mitigated Background Traffic Operation Worksheets MOVEMENT SUMMARY Site: 7 [Black Cat/ McMillan] Background 2025 Before SH-16 AM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average A16 - Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Black Cat 3 L2 36 0.0 0.343 7.5 LOS A 1.6 40.3 0.56 0.50 0.56 33.7 8 T1 270 4.0 0.343 7.6 LOS A 1.6 40.3 0.56 0.50 0.56 33.5 18 R2 76 2.0 0.343 4.9 LOS A 1.6 40.3 0.47 0.37 0.47 33.9 Approach 382 3.2 0.343 7.1 LOS A 1.6 40.3 0.54 0.48 0.54 33.6 East: McMillan Road 1 L2 32 4.0 0.386 8.5 LOS A 2.0 50.9 0.61 0.56 0.61 33.3 6 T1 277 0.0 0.386 8.4 LOS A 2.0 50.9 0.61 0.56 0.61 33.3 16 R2 41 3.0 0.386 8.5 LOS A 2.0 50.9 0.61 0.56 0.61 32.3 Approach 349 0.7 0.386 8.4 LOS A 2.0 50.9 0.61 0.56 0.61 33.2 North: Black Cat 7 L2 43 0.0 0.335 6.9 LOS A 1.6 41.0 0.51 0.43 0.51 34.0 4 T1 237 1.0 0.335 6.9 LOS A 1.6 41.0 0.51 0.43 0.51 33.9 14 R2 134 0.0 0.335 5.4 LOS A 1.6 41.0 0.46 0.36 0.46 33.7 Approach 414 0.6 0.335 6.4 LOS A 1.6 41.0 0.50 0.41 0.50 33.8 West: McMillan Road 5 L2 90 0.0 0.437 8.6 LOS A 2.6 64.0 0.59 0.50 0.59 33.0 2 T1 298 0.0 0.437 8.6 LOS A 2.6 64.0 0.59 0.50 0.59 32.9 12 R2 49 0.0 0.437 8.6 LOS A 2.6 64.0 0.59 0.50 0.59 32.0 Approach 437 0.0 0.437 8.6 LOS A 2.6 64.0 0.59 0.50 0.59 32.8 All Vehicles 1584 1.1 0.437 7.6 LOS A 2.6 64.0 0.56 0.48 0.56 33.3 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 1 Copyright©2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Tuesday,February 8,2022 3:34:40 PM Project: H:\26\26392-Cole Valley Christian School\sidra\mitigated\Black Cat&McMillan\26392_Background Before 16_AM_Black Cat- McMillan_roundabout.sip8 MOVEMENT SUMMARY Site: 7 [Black Cat/ McMillan] Background 2025 Before SH16 PM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average A16 - Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Black Cat 3 L2 53 4.0 0.316 6.7 LOS A 1.5 37.7 0.48 0.38 0.48 33.9 8 T1 264 5.0 0.316 6.7 LOS A 1.5 37.7 0.48 0.38 0.48 33.8 18 R2 73 0.0 0.316 4.1 LOS A 1.5 37.7 0.39 0.27 0.39 34.4 Approach 390 3.9 0.316 6.2 LOS A 1.5 37.7 0.46 0.36 0.46 33.9 East: McMillan Road 1 L2 100 0.0 0.514 10.6 LOS B 4.0 100.3 0.69 0.72 0.89 32.0 6 T1 259 1.0 0.514 10.6 LOS B 4.0 100.3 0.69 0.72 0.89 31.9 16 R2 110 0.0 0.514 10.6 LOS B 4.0 100.3 0.69 0.72 0.89 31.1 Approach 470 0.6 0.514 10.6 LOS B 4.0 100.3 0.69 0.72 0.89 31.7 North: Black Cat 7 L2 50 0.0 0.380 8.0 LOS A 1.8 45.9 0.56 0.51 0.56 33.3 4 T1 295 7.0 0.380 8.3 LOS A 1.8 45.9 0.56 0.51 0.56 33.1 14 R2 78 0.0 0.380 4.6 LOS A 1.8 45.9 0.45 0.35 0.45 34.2 Approach 423 4.9 0.380 7.5 LOS A 1.8 45.9 0.54 0.48 0.54 33.3 West: McMillan Road 5 L2 67 0.0 0.357 8.3 LOS A 1.8 44.6 0.62 0.59 0.62 33.1 2 T1 194 1.0 0.357 8.3 LOS A 1.8 44.6 0.62 0.59 0.62 32.9 12 R2 44 0.0 0.357 8.3 LOS A 1.8 44.6 0.62 0.59 0.62 32.1 Approach 304 0.6 0.357 8.3 LOS A 1.8 44.6 0.62 0.59 0.62 32.8 All Vehicles 1586 2.6 0.514 8.3 LOS A 4.0 100.3 0.58 0.54 0.64 32.9 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 1 Copyright©2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Tuesday,February 8,2022 3:36:01 PM Project: H:\26\26392-Cole Valley Christian School\sidra\mitigated\Black Cat&McMillan\26392_Background Before 16_PM_Black Cat- McMillan_roundabout.sip8 KITTELSON&ASSOCIATES,INC. Analysis Traffic Volumes 610 SW Alder,Suite 700 Hour Major Street Minor Street A Portland,Oregon 97205 Begin End EB WB NB SB \ (503)228-5230 12:00 AM 1:00 AM 1 8 11 3 1:00 AM 0 3 3 4 2:00 AM 0 6 3 4 Project#: 26392 3:00 AM 3 2 2 3 Project Name: Cole Valley Christian School 4:00 AM 6 7 14 7 Analyst: Kittelson&Associates 5:00 AM 14 27 30 51 Date: 3/1/2022 6:00 AM 65 72 113 119 File: H:\26\26392-Cole Valley Christian School\excel\signal 7:00 AM 358 247 321 324 warrants\old_Black Cat&McMillan\[Signal- Warrants BlackCat McMillan Backeround Before 8:00 AM 149 185 287 311 Intersection: Black Cat/McMillan 9:00AM 102 200 214 284 Scenario: Year2025 Background Before SH-16 10:00 AM 142 190 174 202 11:00 AM 85 289 209 227 12:00 PM 65 259 261 254 1:00 PM 83 276 250 239 Warrant Summary 2:00 PM 292 313 292 273 Warrant Name Analyzed? Met? 3:00 PM 223 384 350 320 #1 Eight-Hour Vehicular Volume Yes Yes 4:00 PM 142 422 374 420 #2 Four-Hour Vehicular volume Yes Yes 5:00PM 112 451 317 406 #3 Peak Hour Yes Yes 6:00 PM 79 294 206 229 #4 Pedestrian Volume No - 7:00 PM 48 253 144 127 #5 School Crossing No - 8:00 PM 236 165 107 78 #6 Coordinated Signal System No - 9:00 PM 45 115 69 68 #7 Crash Experience No - 10:00 PM 7 64 51 32 #8 Roadway Network No - 11:00 PM 3 30 36 17 #9 Intersection Near a Grade Crossing No - Input Parameters Volume Adjustment Factor= 1.0 Warrant#1-Eight Hour North-South Approach= Minor Hours That Condition for Warrant Major Street Minor Street Signal Warrant East-West Approach= Major Condition Condition Is Warrant Factor Factor Requirement Requirement Met Met? Met? Major Street Thru Lanes= 1 Minor Street Thru Lanes= 1 A 500 150 5 No 100% No Speed>40 mph? Yes B 750 75 0 No Population<10,000? Yes 80% A 400 120 5 No No Warrant Factor 70% B 600 60 3 No Peak Hour or Daily Count? Daily 70% A 350 105 9 Yes yes B 525 53 5 No 56% A 280 84 14 Yes yes B 420 42 5 No Warrant#2-Four Hour -2 Major/2Minor Warrant#3-Peak Hour —2 Major/2 Minor -2 Major/1 Minor =2 Major/1 Minor 70%Warrant Factor -1 Major/2Minor 70%Warrant Factor �1 Major /2Minor 400 _1 Major/1 Minor Soo -1 Major/1 Minor X Traffic Volumes X Traffic Volumes 400 300 X 0 300 O c 200 w s m = 200 2 100 * * X * 100 AK X X 0 0 0 500 1000 1500 2000 2500 3000 0 500 1000 1500 2000 2500 3000 Combined Major Street Combined Major Street Queues Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Background 2025 Before SH16 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 90 347 32 318 36 346 43 371 v/c Ratio 0.24 0.50 0.10 0.46 0.08 0.41 0.09 0.43 Control Delay 10.0 11.0 8.7 10.6 8.5 9.6 8.6 8.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.0 11.0 8.7 10.6 8.5 9.6 8.6 8.9 Queue Length 50th(ft) 10 39 3 35 4 36 4 35 Queue Length 95th(ft) 38 114 17 103 19 112 21 110 Internal Link Dist(ft) 2621 5200 5198 5193 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 621 1113 546 1111 601 1069 624 1089 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.31 0.06 0.29 0.06 0.32 0.07 0.34 Intersection Summary Kittelson&Associates Synchro 11 Report 03/30/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Background 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 82 271 45 29 252 37 33 246 69 39 216 122 Future Volume(vph) 82 271 45 29 252 37 33 246 69 39 216 122 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.98 1.00 0.97 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1762 1644 1758 1710 1681 1710 1692 Flt Permitted 0.55 1.00 0.50 1.00 0.53 1.00 0.55 1.00 Satd. Flow(perm) 990 1762 870 1758 959 1681 996 1692 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow(vph) 90 298 49 32 277 41 36 270 76 43 237 134 RTOR Reduction(vph) 0 16 0 0 14 0 0 22 0 0 43 0 Lane Group Flow(vph) 90 331 0 32 304 0 36 324 0 43 328 0 Heavy Vehicles(%) 0% 0% 0% 4% 0% 3% 0% 4% 2% 0% 1% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green,G(s) 9.1 9.1 9.1 9.1 13.3 13.3 13.3 13.3 Effective Green, g(s) 9.1 9.1 9.1 9.1 13.3 13.3 13.3 13.3 Actuated g/C Ratio 0.29 0.29 0.29 0.29 0.42 0.42 0.42 0.42 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 286 510 252 509 406 712 421 716 v/s Ratio Prot c0.19 0.17 0.19 c0.19 v/s Ratio Perm 0.09 0.04 0.04 0.04 v/c Ratio 0.31 0.65 0.13 0.60 0.09 0.46 0.10 0.46 Uniform Delay,d1 8.7 9.8 8.2 9.6 5.4 6.5 5.5 6.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.6 2.9 0.2 1.9 0.1 0.5 0.1 0.5 Delay(s) 9.3 12.6 8.4 11.5 5.5 6.9 5.6 6.9 Level of Service A B A B A A A A Approach Delay(s) 11.9 11.2 6.8 6.8 Approach LOS B B A A Intersection Summary HCM 2000 Control Delay 9.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length(s) 31.4 Sum of lost time(s) 9.0 Intersection Capacity Utilization 61.1% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/30/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Background 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 82 271 45 29 252 37 33 246 69 39 216 122 Future Volume(veh/h) 82 271 45 29 252 37 33 246 69 39 216 122 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1744 1800 1758 1800 1744 1772 1800 1786 1800 Adj Flow Rate,veh/h 90 298 49 32 277 41 36 270 76 43 237 134 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,% 0 0 0 4 0 3 0 4 2 0 1 0 Cap,vehlh 468 517 85 439 525 78 410 443 125 430 363 205 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow,vehlh 1078 1508 248 1017 1532 227 1027 1309 368 1051 1071 606 Grp Volume(v),veh/h 90 0 347 32 0 318 36 0 346 43 0 371 Grp Sat Flow(s),vehlh/In 1078 0 1755 1017 0 1759 1027 0 1678 1051 0 1677 Q Serve(g_s),s 2.1 0.0 4.6 0.8 0.0 4.1 0.9 0.0 4.9 1.0 0.0 5.3 Cycle Q Clear(g_c),s 6.2 0.0 4.6 5.3 0.0 4.1 6.2 0.0 4.9 5.9 0.0 5.3 Prop In Lane 1.00 0.14 1.00 0.13 1.00 0.22 1.00 0.36 Lane Grp Cap(c),veh/h 468 0 602 439 0 603 410 0 568 430 0 568 V/C Ratio(X) 0.19 0.00 0.58 0.07 0.00 0.53 0.09 0.00 0.61 0.10 0.00 0.65 Avail Cap(c_a),vehlh 785 0 1118 738 0 1121 716 0 1069 744 0 1068 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 9.9 0.0 7.6 9.8 0.0 7.4 10.6 0.0 7.8 10.2 0.0 7.9 Incr Delay(d2),s/veh 0.2 0.0 0.9 0.1 0.0 0.7 0.1 0.0 1.1 0.1 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.3 0.0 0.7 0.1 0.0 0.7 0.1 0.0 0.8 0.1 0.0 0.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 10.1 0.0 8.5 9.9 0.0 8.2 10.7 0.0 8.8 10.3 0.0 9.2 LnGrp LOS B A A A A A B A A B A A Approach Vol,vehlh 437 350 382 414 Approach Delay,s/veh 8.8 8.3 9.0 9.3 Approach LOS A A A A Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 14.1 14.2 14.1 14.2 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 18.0 18.0 18.0 18.0 Max Q Clear Time(g_c+I1),s 8.2 8.2 7.9 7.3 Green Ext Time(p-c),s 1.4 1.5 1.6 1.3 Intersection Summary HCM 6th Ctrl Delay 8.9 HCM 6th LOS A Kittelson&Associates Synchro 11 Report 03/30/2022 Page 3 Queues Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Background 2025II Before SH16 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 67 238 100 369 53 337 50 373 v/c Ratio 0.21 0.38 0.26 0.58 0.17 0.53 0.14 0.59 Control Delay 10.3 9.5 10.4 12.1 9.6 11.5 9.1 12.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.3 9.5 10.4 12.1 9.6 11.5 9.1 12.9 Queue Length 50th(ft) 7 24 11 39 6 36 5 42 Queue Length 95th(ft) 30 73 41 114 25 108 24 124 Internal Link Dist(ft) 2621 5200 5198 5193 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 510 1001 626 997 492 971 560 956 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.24 0.16 0.37 0.11 0.35 0.09 0.39 Intersection Summary Kittelson&Associates Synchro 11 Report 03/30/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Background 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 64 186 42 96 249 106 51 253 70 48 283 75 Future Volume(vph) 64 186 42 96 249 106 51 253 70 48 283 75 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.96 1.00 0.97 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1736 1710 1708 1644 1676 1710 1652 Flt Permitted 0.50 1.00 0.61 1.00 0.50 1.00 0.55 1.00 Satd. Flow(perm) 894 1736 1099 1708 864 1676 982 1652 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow(vph) 67 194 44 100 259 110 53 264 73 50 295 78 RTOR Reduction(vph) 0 19 0 0 37 0 0 23 0 0 22 0 Lane Group Flow(vph) 67 219 0 100 332 0 53 314 0 50 351 0 Heavy Vehicles(%) 0% 1% 0% 0% 1% 0% 4% 5% 0% 0% 7% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green,G(s) 11.7 11.7 11.7 11.7 12.2 12.2 12.2 12.2 Effective Green, g(s) 11.7 11.7 11.7 11.7 12.2 12.2 12.2 12.2 Actuated g/C Ratio 0.36 0.36 0.36 0.36 0.37 0.37 0.37 0.37 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 317 617 390 607 320 621 364 612 v/s Ratio Prot 0.13 c0.19 0.19 c0.21 v/s Ratio Perm 0.07 0.09 0.06 0.05 v/c Ratio 0.21 0.35 0.26 0.55 0.17 0.51 0.14 0.57 Uniform Delay,d1 7.4 7.8 7.5 8.5 6.9 8.0 6.9 8.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.3 0.4 0.3 1.0 0.2 0.6 0.2 1.3 Delay(s) 7.7 8.2 7.9 9.5 7.2 8.7 7.0 9.6 Level of Service A A A A A A A A Approach Delay(s) 8.1 9.1 8.5 9.3 Approach LOS A A A A Intersection Summary HCM 2000 Control Delay 8.8 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length(s) 32.9 Sum of lost time(s) 9.0 Intersection Capacity Utilization 64.5% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/30/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Background 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 64 186 42 96 249 106 51 253 70 48 283 75 Future Volume(veh/h) 64 186 42 96 249 106 51 253 70 48 283 75 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1800 1800 1786 1800 1744 1730 1800 1800 1702 1800 Adj Flow Rate,veh/h 67 194 44 100 259 110 53 264 73 50 295 78 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% 0 1 0 0 1 0 4 5 0 0 7 0 Cap,vehlh 408 481 109 520 406 173 405 459 127 444 456 121 Arrive On Green 0.34 0.34 0.34 0.34 0.34 0.34 0.35 0.35 0.35 0.35 0.35 0.35 Sat Flow,vehlh 1029 1409 320 1160 1190 505 993 1304 361 1060 1297 343 Grp Volume(v),veh/h 67 0 238 100 0 369 53 0 337 50 0 373 Grp Sat Flow(s),vehlh/In 1029 0 1728 1160 0 1695 993 0 1665 1060 0 1640 Q Serve(g_s),s 1.7 0.0 3.1 2.1 0.0 5.4 1.4 0.0 4.8 1.2 0.0 5.6 Cycle Q Clear(g_c),s 7.1 0.0 3.1 5.2 0.0 5.4 7.0 0.0 4.8 6.0 0.0 5.6 Prop In Lane 1.00 0.18 1.00 0.30 1.00 0.22 1.00 0.21 Lane Grp Cap(c),veh/h 408 0 590 520 0 579 405 0 586 444 0 577 V/C Ratio(X) 0.16 0.00 0.40 0.19 0.00 0.64 0.13 0.00 0.58 0.11 0.00 0.65 Avail Cap(c_a),vehlh 687 0 1059 834 0 1039 664 0 1020 720 0 1005 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 11.1 0.0 7.4 9.4 0.0 8.1 10.9 0.0 7.7 10.2 0.0 8.0 Incr Delay(d2),s/veh 0.2 0.0 0.4 0.2 0.0 1.2 0.1 0.0 0.9 0.1 0.0 1.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.2 0.0 0.5 0.3 0.0 0.9 0.2 0.0 0.8 0.2 0.0 0.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.3 0.0 7.8 9.5 0.0 9.3 11.1 0.0 8.6 10.3 0.0 9.2 LnGrp LOS B A A A A A B A A B A A Approach Vol,vehlh 305 469 390 423 Approach Delay,s/veh 8.6 9.4 9.0 9.3 Approach LOS A A A A Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 14.8 14.5 14.8 14.5 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 18.0 18.0 18.0 18.0 Max Q Clear Time(g_c+I1),s 9.0 9.1 8.0 7.4 Green Ext Time(p-c),s 1.3 0.9 1.6 1.8 Intersection Summary HCM 6th Ctrl Delay 9.1 HCM 6th LOS A Kittelson&Associates Synchro 11 Report 03/30/2022 Page 3 MOVEMENT SUMMARY Site: 7 [Black Cat/ McMillan] Background 2025 After SH-16 AM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average A16 - Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Black Cat 3 L2 36 0.0 0.389 8.7 LOS A 1.9 48.9 0.61 0.62 0.67 33.1 8 T1 287 4.0 0.389 8.9 LOS A 1.9 48.9 0.61 0.62 0.67 32.9 18 R2 76 2.0 0.389 5.3 LOS A 1.9 48.9 0.51 0.44 0.51 33.7 Approach 399 3.3 0.389 8.2 LOS A 1.9 48.9 0.59 0.59 0.64 33.1 East: McMillan Road 1 L2 32 4.0 0.432 10.1 LOS B 2.6 65.2 0.68 0.73 0.82 32.5 6 T1 277 0.0 0.432 9.9 LOS A 2.6 65.2 0.68 0.73 0.82 32.5 16 R2 41 3.0 0.432 10.1 LOS B 2.6 65.2 0.68 0.73 0.82 31.6 Approach 349 0.7 0.432 10.0 LOS A 2.6 65.2 0.68 0.73 0.82 32.4 North: Black Cat 7 L2 43 0.0 0.379 7.5 LOS A 1.9 48.5 0.54 0.45 0.54 33.7 4 T1 248 1.0 0.379 7.5 LOS A 1.9 48.5 0.54 0.45 0.54 33.6 14 R2 178 0.0 0.379 6.0 LOS A 1.9 48.5 0.48 0.38 0.48 33.4 Approach 469 0.5 0.379 6.9 LOS A 1.9 48.5 0.51 0.43 0.51 33.5 West: McMillan Road 5 L2 182 0.0 0.536 10.4 LOS B 4.5 111.9 0.67 0.65 0.83 31.8 2 T1 298 0.0 0.536 10.4 LOS B 4.5 111.9 0.67 0.65 0.83 31.7 12 R2 49 0.0 0.536 10.4 LOS B 4.5 111.9 0.67 0.65 0.83 30.9 Approach 530 0.0 0.536 10.4 LOS B 4.5 111.9 0.67 0.65 0.83 31.6 All Vehicles 1747 1.0 0.536 8.9 LOS A 4.5 111.9 0.61 0.59 0.70 32.6 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 1 Copyright©2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Tuesday,February 8,2022 3:38:44 PM Project: H:\26\26392-Cole Valley Christian School\sidra\mitigated\Black Cat&McMillan\26392_BackgroundAfter16_AM_Black Cat- McMillan_roundabout.sip8 MOVEMENT SUMMARY Site: 7 [Black Cat/ McMillan] Background 2025 After SH16 PM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average A16 - Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Black Cat 3 L2 53 4.0 0.317 6.5 LOS A 1.5 38.4 0.45 0.35 0.45 34.0 8 T1 278 5.0 0.317 6.6 LOS A 1.5 38.4 0.45 0.35 0.45 33.9 18 R2 73 0.0 0.317 3.9 LOS A 1.5 38.4 0.37 0.24 0.37 34.5 Approach 404 4.0 0.317 6.1 LOS A 1.5 38.4 0.44 0.33 0.44 34.0 East: McMillan Road 1 L2 100 0.0 0.503 10.2 LOS B 3.8 94.2 0.67 0.67 0.82 32.2 6 T1 259 1.0 0.503 10.2 LOS B 3.8 94.2 0.67 0.67 0.82 32.1 16 R2 110 0.0 0.503 10.2 LOS B 3.8 94.2 0.67 0.67 0.82 31.2 Approach 470 0.6 0.503 10.2 LOS B 3.8 94.2 0.67 0.67 0.82 31.9 North: Black Cat 7 L2 50 0.0 0.390 8.1 LOS A 1.8 47.4 0.57 0.52 0.57 33.3 4 T1 300 7.0 0.390 8.4 LOS A 1.8 47.4 0.57 0.52 0.57 33.0 14 R2 83 0.0 0.390 4.7 LOS A 1.8 47.4 0.46 0.36 0.46 34.1 Approach 433 4.8 0.390 7.7 LOS A 1.8 47.4 0.55 0.49 0.55 33.3 West: McMillan Road 5 L2 29 0.0 0.315 7.7 LOS A 1.5 38.0 0.60 0.57 0.60 33.6 2 T1 194 1.0 0.315 7.8 LOS A 1.5 38.0 0.60 0.57 0.60 33.5 12 R2 44 0.0 0.315 7.7 LOS A 1.5 38.0 0.60 0.57 0.60 32.6 Approach 267 0.7 0.315 7.8 LOS A 1.5 38.0 0.60 0.57 0.60 33.4 All Vehicles 1574 2.6 0.503 8.0 LOS A 3.8 94.2 0.56 0.51 0.61 33.0 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 1 Copyright©2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Tuesday,February 8,2022 3:43:57 PM Project: H:\26\26392-Cole Valley Christian School\sidra\mitigated\Black Cat&McMillan\26392_BackgroundAfter16_PM_Black Cat- McMillan_roundabout.sip8 KITTELSON&ASSOCIATES,INC. Analysis Traffic Volumes 610 SW Alder,Suite 700 Hour Major Street Minor Street A Portland,Oregon 97205 Begin End EB WB NB SB \ (503)228-5230 12:00 AM 1:00 AM 2 8 12 3 1:00 AM 0 3 3 4 2:00 AM 0 6 3 4 Project#: 26392 3:00 AM 3 2 2 3 Project Name: Cole Valley Christian School 4:00 AM 7 7 15 7 Analyst: Kittelson&Associates 5:00 AM 17 27 31 52 Date: 3/1/2022 6:00 AM 79 72 117 122 File: H:\26\26392-Cole Valley Christian School\excel\signal 7:00 AM 437 247 333 332 warrants\old_Black Cat&McMillan\[Signal- Warrants BlackCat McMillan Backeround After 8:00 AM 181 185 298 319 Intersection: Black Cat/McMillan 9:00AM 124 200 222 291 Scenario: Year 2025 Background After SH-16 10:00 AM 173 190 181 206 11:00 AM 104 289 216 233 12:00 PM 79 259 271 261 1:00 PM 101 276 259 245 Warrant Summary 2:00 PM 356 313 303 280 Warrant Name Analyzed? Met? 3:00 PM 272 384 363 328 #1 Eight-Hour Vehicular Volume Yes Yes 4:00 PM 173 422 388 430 #2 Four-Hour Vehicular volume Yes Yes 5:00PM 136 451 328 416 #3 Peak Hour Yes Yes 6:00 PM 96 294 213 235 #4 Pedestrian Volume No - 7:00 PM 59 253 150 130 #5 School Crossing No - 8:00 PM 287 165 111 80 #6 Coordinated Signal System No - 9:00 PM 55 115 71 69 #7 Crash Experience No - 10:00 PM 8 64 53 33 #8 Roadway Network No - 11:00 PM 3 30 38 17 #9 Intersection Near a Grade Crossing No - Input Parameters Volume Adjustment Factor= 1.0 Warrant#1-Eight Hour North-South Approach= Minor Hours That Condition for Warrant Major Street Minor Street Signal Warrant East-West Approach= Major Condition Condition Is Warrant Factor Factor Requirement Requirement Met Met? Met? Major Street Thru Lanes= 1 Minor Street Thru Lanes= 1 A 500 150 5 No 100% No Speed>40 mph? Yes B 750 75 0 No Population<10,000? Yes 80% A 400 120 5 No No Warrant Factor 70% B 600 60 3 No Peak Hour or Daily Count? Daily A 350 105 11 Yes 70% Yes B 525 53 5 No A 280 84 14 Yes 56% Yes B 420 42 6 No Warrant#2-Four Hour -2 Major/2Minor Warrant#3-Peak Hour —2 Major/2 Minor -2 Major/1 Minor =2 Major/1 Minor 70%Warrant Factor -1 Major/2 Minor 70%Warrant Factor �1Major/2Minor 400 _1 Major/1 Minor Soo -1 Major/1 Minor X Traffic Volumes X Traffic Volumes X 400 300 X * a X � X 0 300 O c 200 a 71C w s m * = 200 x * X 100 X X 100 X %K X kK 0 1 10 0 500 1000 1500 2000 2500 3000 0 500 1000 1500 2000 2500 3000 Combined Major Street Combined Major Street Queues Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Background 2025 After SH16 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 182 347 32 318 36 363 43 426 v/c Ratio 0.51 0.54 0.10 0.50 0.13 0.58 0.13 0.64 Control Delay 15.1 12.3 9.1 11.7 9.5 12.5 9.2 12.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.1 12.3 9.1 11.7 9.5 12.5 9.2 12.4 Queue Length 50th(ft) 23 41 3 37 4 40 5 41 Queue Length 95th(ft) 75 114 17 103 19 119 21 128 Internal Link Dist(ft) 2621 5200 5198 5193 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 578 1012 519 1010 439 973 521 996 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.31 0.34 0.06 0.31 0.08 0.37 0.08 0.43 Intersection Summary Kittelson&Associates Synchro 11 Report 03/30/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Background 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 166 271 45 29 252 37 33 261 69 39 226 162 Future Volume(vph) 166 271 45 29 252 37 33 261 69 39 226 162 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.98 1.00 0.97 1.00 0.94 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1762 1644 1758 1710 1683 1710 1677 Flt Permitted 0.57 1.00 0.53 1.00 0.43 1.00 0.51 1.00 Satd. Flow(perm) 1018 1762 912 1758 773 1683 916 1677 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow(vph) 182 298 49 32 277 41 36 287 76 43 248 178 RTOR Reduction(vph) 0 14 0 0 13 0 0 22 0 0 61 0 Lane Group Flow(vph) 182 333 0 32 305 0 36 341 0 43 365 0 Heavy Vehicles(%) 0% 0% 0% 4% 0% 3% 0% 4% 2% 0% 1% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green,G(s) 12.0 12.0 12.0 12.0 12.2 12.2 12.2 12.2 Effective Green, g(s) 12.0 12.0 12.0 12.0 12.2 12.2 12.2 12.2 Actuated g/C Ratio 0.36 0.36 0.36 0.36 0.37 0.37 0.37 0.37 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 367 636 329 635 284 618 336 616 v/s Ratio Prot c0.19 0.17 0.20 c0.22 v/s Ratio Perm 0.18 0.04 0.05 0.05 v/c Ratio 0.50 0.52 0.10 0.48 0.13 0.55 0.13 0.59 Uniform Delay,d1 8.2 8.3 7.0 8.2 7.0 8.3 7.0 8.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.1 0.8 0.1 0.6 0.2 1.1 0.2 1.5 Delay(s) 9.3 9.1 7.1 8.8 7.2 9.4 7.1 10.0 Level of Service A A A A A A A B Approach Delay(s) 9.2 8.6 9.2 9.8 Approach LOS A A A A Intersection Summary HCM 2000 Control Delay 9.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length(s) 33.2 Sum of lost time(s) 9.0 Intersection Capacity Utilization 68.2% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/30/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Background 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 166 271 45 29 252 37 33 261 69 39 226 162 Future Volume(veh/h) 166 271 45 29 252 37 33 261 69 39 226 162 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1744 1800 1758 1800 1744 1772 1800 1786 1800 Adj Flow Rate,veh/h 182 298 49 32 277 41 36 287 76 43 248 178 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,% 0 0 0 4 0 3 0 4 2 0 1 0 Cap,vehlh 481 582 96 449 592 88 334 466 123 388 339 244 Arrive On Green 0.39 0.39 0.39 0.39 0.39 0.39 0.35 0.35 0.35 0.35 0.35 0.35 Sat Flow,vehlh 1078 1508 248 1017 1532 227 977 1329 352 1035 967 694 Grp Volume(v),veh/h 182 0 347 32 0 318 36 0 363 43 0 426 Grp Sat Flow(s),vehlh/In 1078 0 1755 1017 0 1759 977 0 1681 1035 0 1661 Q Serve(g_s),s 5.2 0.0 5.2 0.9 0.0 4.6 1.1 0.0 6.1 1.2 0.0 7.7 Cycle Q Clear(g_c),s 9.8 0.0 5.2 6.0 0.0 4.6 8.8 0.0 6.1 7.4 0.0 7.7 Prop In Lane 1.00 0.14 1.00 0.13 1.00 0.21 1.00 0.42 Lane Grp Cap(c),veh/h 481 0 678 449 0 680 334 0 590 388 0 583 V/C Ratio(X) 0.38 0.00 0.51 0.07 0.00 0.47 0.11 0.00 0.62 0.11 0.00 0.73 Avail Cap(c_a),vehlh 631 0 922 591 0 924 505 0 883 569 0 873 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 11.6 0.0 8.0 10.3 0.0 7.9 13.6 0.0 9.2 12.2 0.0 9.7 Incr Delay(d2),s/veh 0.5 0.0 0.6 0.1 0.0 0.5 0.1 0.0 1.0 0.1 0.0 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.8 0.0 1.0 0.1 0.0 0.9 0.2 0.0 1.3 0.2 0.0 1.7 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 12.1 0.0 8.6 10.4 0.0 8.4 13.7 0.0 10.3 12.4 0.0 11.5 LnGrp LOS B A A B A A B A B B A B Approach Vol,vehlh 529 350 399 469 Approach Delay,s/veh 9.8 8.6 10.6 11.6 Approach LOS A A B B Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 16.5 17.7 16.5 17.7 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 18.0 18.0 18.0 18.0 Max Q Clear Time(g_c+I1),s 10.8 11.8 9.7 8.0 Green Ext Time(p-c),s 1.2 1.4 1.7 1.2 Intersection Summary HCM 6th Ctrl Delay 10.2 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 03/30/2022 Page 3 Queues Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Background )I 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 133 238 100 369 53 351 50 383 v/c Ratio 0.42 0.37 0.26 0.57 0.17 0.55 0.15 0.61 Control Delay 13.8 9.5 10.4 11.9 10.0 12.2 9.5 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.8 9.5 10.4 11.9 10.0 12.2 9.5 13.5 Queue Length 50th(ft) 17 25 12 40 6 41 6 46 Queue Length 95th(ft) 58 73 41 114 26 114 24 128 Internal Link Dist(ft) 2621 5200 5198 5193 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 495 980 613 977 466 951 524 936 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.27 0.24 0.16 0.38 0.11 0.37 0.10 0.41 Intersection Summary Kittelson&Associates Synchro 11 Report 03/30/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Background 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 128 186 42 96 249 106 51 267 70 48 288 80 Future Volume(vph) 128 186 42 96 249 106 51 267 70 48 288 80 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.96 1.00 0.97 1.00 0.97 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1736 1710 1708 1644 1677 1710 1651 Flt Permitted 0.49 1.00 0.61 1.00 0.48 1.00 0.52 1.00 Satd. Flow(perm) 890 1736 1099 1708 835 1677 941 1651 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow(vph) 133 194 44 100 259 110 53 278 73 50 300 83 RTOR Reduction(vph) 0 19 0 0 36 0 0 22 0 0 23 0 Lane Group Flow(vph) 133 219 0 100 333 0 53 329 0 50 360 0 Heavy Vehicles(%) 0% 1% 0% 0% 1% 0% 4% 5% 0% 0% 7% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green,G(s) 12.2 12.2 12.2 12.2 12.6 12.6 12.6 12.6 Effective Green, g(s) 12.2 12.2 12.2 12.2 12.6 12.6 12.6 12.6 Actuated g/C Ratio 0.36 0.36 0.36 0.36 0.37 0.37 0.37 0.37 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 321 626 396 616 311 625 350 615 v/s Ratio Prot 0.13 c0.19 0.20 c0.22 v/s Ratio Perm 0.15 0.09 0.06 0.05 v/c Ratio 0.41 0.35 0.25 0.54 0.17 0.53 0.14 0.59 Uniform Delay,d1 8.1 7.9 7.6 8.6 7.1 8.3 7.0 8.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.9 0.3 0.3 0.9 0.3 0.8 0.2 1.4 Delay(s) 9.0 8.2 7.9 9.5 7.4 9.1 7.2 9.9 Level of Service A A A A A A A A Approach Delay(s) 8.5 9.2 8.9 9.6 Approach LOS A A A A Intersection Summary HCM 2000 Control Delay 9.1 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length(s) 33.8 Sum of lost time(s) 9.0 Intersection Capacity Utilization 68.4% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/30/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Background 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 128 186 42 96 249 106 51 267 70 48 288 80 Future Volume(veh/h) 128 186 42 96 249 106 51 267 70 48 288 80 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1800 1800 1786 1800 1744 1730 1800 1800 1702 1800 Adj Flow Rate,veh/h 133 194 44 100 259 110 53 278 73 50 300 83 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% 0 1 0 0 1 0 4 5 0 0 7 0 Cap,vehlh 431 535 121 544 452 192 364 459 120 400 446 123 Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.35 0.35 0.35 0.35 0.35 0.35 Sat Flow,vehlh 1029 1409 320 1160 1190 505 984 1321 347 1046 1283 355 Grp Volume(v),veh/h 133 0 238 100 0 369 53 0 351 50 0 383 Grp Sat Flow(s),vehlh/In 1029 0 1728 1160 0 1695 984 0 1667 1046 0 1638 Q Serve(g_s),s 3.9 0.0 3.3 2.2 0.0 5.7 1.6 0.0 5.7 1.4 0.0 6.6 Cycle Q Clear(g_c),s 9.6 0.0 3.3 5.5 0.0 5.7 8.2 0.0 5.7 7.1 0.0 6.6 Prop In Lane 1.00 0.18 1.00 0.30 1.00 0.21 1.00 0.22 Lane Grp Cap(c),veh/h 431 0 656 544 0 644 364 0 579 400 0 569 V/C Ratio(X) 0.31 0.00 0.36 0.18 0.00 0.57 0.15 0.00 0.61 0.13 0.00 0.67 Avail Cap(c_a),vehlh 602 0 943 737 0 925 560 0 910 607 0 894 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 11.9 0.0 7.4 9.3 0.0 8.1 12.6 0.0 8.9 11.8 0.0 9.2 Incr Delay(d2),s/veh 0.4 0.0 0.3 0.2 0.0 0.8 0.2 0.0 1.0 0.1 0.0 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 0.0 0.6 0.3 0.0 1.0 0.2 0.0 1.1 0.2 0.0 1.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 12.3 0.0 7.7 9.5 0.0 8.9 12.8 0.0 9.9 12.0 0.0 10.6 LnGrp LOS B A A A A A B A A B A B Approach Vol,vehlh 371 469 404 433 Approach Delay,s/veh 9.3 9.0 10.3 10.7 Approach LOS A A B B Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 16.0 17.0 16.0 17.0 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 18.0 18.0 18.0 18.0 Max Q Clear Time(g_c+I1),s 10.2 11.6 9.1 7.7 Green Ext Time(p-c),s 1.3 1.0 1.5 1.7 Intersection Summary HCM 6th Ctrl Delay 9.8 HCM 6th LOS A Kittelson&Associates Synchro 11 Report 03/30/2022 Page 3 Appendix I Year 2025 Total Traffic Operation Worksheets — Before SH-16 Queues Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Total 2025 Before SH16 AM Peak Hour t Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 20 1048 204 196 747 178 311 33 33 v/c Ratio 0.05 0.67 0.24 0.56 0.37 0.65 0.69 0.20 0.30 Control Delay 10.8 27.6 4.0 16.2 13.6 48.0 15.6 37.2 37.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.8 27.6 4.0 16.2 13.6 48.0 15.6 37.2 37.2 Queue Length 50th(ft) 5 316 0 54 122 108 12 18 9 Queue Length 95th(ft) 17 473 48 117 253 179 103 45 44 Internal Link Dist(ft) 4871 2550 5193 384 Turn Bay Length(ft) 300 450 300 80 80 Base Capacity(vph) 598 1555 851 415 2042 399 553 436 379 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.67 0.24 0.47 0.37 0.45 0.56 0.08 0.09 Intersection Summary Kittelson&Associates Synchro 11 Report 07/20/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(vph) 19 985 192 184 685 17 167 17 275 31 12 19 Future Volume(vph) 19 985 192 184 685 17 167 17 275 31 12 19 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 14 14 12 12 12 12 12 12 12 12 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.86 1.00 0.91 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 3353 1600 1643 3311 1676 1463 1710 1636 Flt Permitted 0.37 1.00 1.00 0.15 1.00 0.37 1.00 1.00 1.00 Satd. Flow(perm) 663 3353 1600 268 3311 660 1463 1800 1636 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow(vph) 20 1048 204 196 729 18 178 18 293 33 13 20 RTOR Reduction(vph) 0 0 107 0 1 0 0 256 0 0 19 0 Lane Group Flow(vph) 20 1048 97 196 746 0 178 55 0 33 14 0 Heavy Vehicles(%) 0% 2% 2% 11% 3% 0% 2% 0% 6% 0% 0% 0% Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 8 4 Actuated Green, G(s) 55.6 53.6 53.6 74.1 65.1 25.0 14.1 7.6 3.7 Effective Green,g(s) 55.6 53.6 53.6 74.1 65.1 25.0 14.1 7.6 3.7 Actuated g/C Ratio 0.49 0.47 0.47 0.66 0.58 0.22 0.12 0.07 0.03 Clearance Time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 2.0 3.0 3.0 2.0 3.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 344 1589 758 339 1905 274 182 117 53 v/s Ratio Prot 0.00 c0.31 c0.07 0.23 c0.08 0.04 0.01 0.01 v/s Ratio Perm 0.03 0.06 0.31 c0.06 0.01 v/c Ratio 0.06 0.66 0.13 0.58 0.39 0.65 0.30 0.28 0.26 Uniform Delay,d1 14.8 22.8 16.7 12.9 13.2 38.6 45.0 50.2 53.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 2.2 0.3 1.5 0.6 3.9 0.3 0.5 0.9 Delay(s) 14.8 24.9 17.0 14.3 13.8 42.6 45.3 50.7 54.3 Level of Service B C B B B D D D D Approach Delay(s) 23.5 13.9 44.3 52.5 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 24.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length(s) 113.1 Sum of lost time(s) 28.0 Intersection Capacity Utilization 84.2% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 07/20/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(veh/h) 19 985 192 184 685 17 167 17 275 31 12 19 Future Volume(veh/h) 19 985 192 184 685 17 167 17 275 31 12 19 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1772 1843 1711 1758 1800 1772 1800 1716 1800 1800 1800 Adj Flow Rate,veh/h 20 1048 204 196 729 18 178 18 293 33 13 20 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 0 2 2 11 3 0 2 0 6 0 0 0 Cap,vehlh 355 1450 672 274 1642 41 396 18 299 120 82 126 Arrive On Green 0.02 0.43 0.43 0.08 0.49 0.49 0.11 0.21 0.21 0.03 0.13 0.13 Sat Flow,vehlh 1714 3367 1562 1630 3331 82 1688 89 1450 1714 639 984 Grp Volume(v),veh/h 20 1048 204 196 365 382 178 0 311 33 0 33 Grp Sat Flow(s),vehlh/In 1714 1683 1562 1630 1670 1743 1688 0 1539 1714 0 1623 Q Serve(g_s),s 0.7 28.7 9.5 7.1 15.8 15.8 9.8 0.0 22.4 1.8 0.0 2.0 Cycle Q Clear(g_c),s 0.7 28.7 9.5 7.1 15.8 15.8 9.8 0.0 22.4 1.8 0.0 2.0 Prop In Lane 1.00 1.00 1.00 0.05 1.00 0.94 1.00 0.61 Lane Grp Cap(c),veh/h 355 1450 672 274 823 860 396 0 318 120 0 208 V/C Ratio(X) 0.06 0.72 0.30 0.71 0.44 0.44 0.45 0.00 0.98 0.28 0.00 0.16 Avail Cap(c_a),vehlh 596 1450 672 402 823 860 564 0 318 424 0 335 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 17.3 26.2 20.8 21.5 18.3 18.3 34.9 0.0 44.0 41.3 0.0 43.3 Incr Delay(d2),s/veh 0.0 3.2 1.2 1.3 1.7 1.7 0.3 0.0 44.6 0.5 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.3 11.0 3.5 2.4 5.9 6.1 3.9 0.0 12.0 0.8 0.0 0.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 17.4 29.4 22.0 22.8 20.1 20.0 35.2 0.0 88.6 41.7 0.0 43.4 LnGrp LOS B C C C C B D A F D A D Approach Vol,vehlh 1272 943 489 66 Approach Delay,s/veh 28.0 20.6 69.2 42.6 Approach LOS C C E D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.3 62.0 18.9 21.3 16.3 55.0 10.2 30.0 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 18.0 48.0 23.0 23.0 18.0 48.0 23.0 23.0 Max Q Clear Time(g_c+ll),s 2.7 17.8 11.8 4.0 9.1 30.7 3.8 24.4 Green Ext Time(p-c),s 0.0 4.1 0.2 0.1 0.2 6.8 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 33.1 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Kittelson&Associates Synchro 11 Report 07/20/2022 Page 3 Queues Cole Valley Christian School TIS 2: Star Road & McMillan Road II Total 2025 Before SH16 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 31 132 23 450 2 337 447 330 v/c Ratio 0.18 0.26 0.06 0.83 0.01 0.76 0.86 0.37 Control Delay 24.2 31.0 22.1 39.6 18.5 48.2 39.5 20.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.2 31.0 22.1 39.6 18.5 48.2 39.5 20.6 Queue Length 50th(ft) 13 69 10 214 1 212 202 135 Queue Length 95th(ft) 36 136 30 401 6 369 #547 299 Internal Link Dist(ft) 5103 2580 5185 5224 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 383 833 533 802 606 780 517 925 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.16 0.04 0.56 0.00 0.43 0.86 0.36 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 07/20/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 28 116 3 21 86 319 2 275 28 402 288 9 Future Volume(vph) 28 116 3 21 86 319 2 275 28 402 288 9 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.88 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1794 1710 1588 1710 1683 1710 1775 Flt Permitted 0.15 1.00 0.67 1.00 0.56 1.00 0.30 1.00 Satd. Flow(perm) 262 1794 1206 1588 1011 1683 541 1775 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 31 129 3 23 96 354 2 306 31 447 320 10 RTOR Reduction(vph) 0 1 0 0 92 0 0 2 0 0 1 0 Lane Group Flow(vph) 31 131 0 23 358 0 2 335 0 447 329 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 6% 0% 0% 1% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 32.6 29.3 32.2 29.1 33.1 32.3 58.6 51.8 Effective Green, g(s) 32.6 29.3 32.2 29.1 33.1 32.3 58.6 51.8 Actuated g/C Ratio 0.30 0.27 0.30 0.27 0.30 0.30 0.54 0.48 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 122 482 370 423 312 498 508 843 v/s Ratio Prot c0.01 0.07 0.00 c0.23 0.00 0.20 c0.16 0.19 v/s Ratio Perm 0.07 0.02 0.00 c0.31 v/c Ratio 0.25 0.27 0.06 0.85 0.01 0.67 0.88 0.39 Uniform Delay,d1 29.3 31.4 27.4 37.8 26.5 33.7 18.4 18.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.4 0.3 0.0 14.5 0.0 3.6 15.5 0.3 Delay(s) 29.7 31.7 27.5 52.3 26.5 37.3 33.8 18.7 Level of Service C C C D C D C B Approach Delay(s) 31.4 51.1 37.2 27.4 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 36.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length(s) 109.0 Sum of lost time(s) 24.0 Intersection Capacity Utilization 81.1% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 07/20/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 28 116 3 21 86 319 2 275 28 402 288 9 Future Volume(veh/h) 28 116 3 21 86 319 2 275 28 402 288 9 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1716 1800 1800 1786 1800 Adj Flow Rate,veh/h 31 129 3 23 96 354 2 306 31 447 320 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 0 0 0 6 0 0 1 0 Cap,vehlh 161 562 13 453 106 392 320 351 36 433 714 22 Arrive On Green 0.03 0.32 0.32 0.02 0.32 0.32 0.00 0.23 0.23 0.19 0.41 0.41 Sat Flow,vehlh 1714 1752 41 1714 336 1240 1714 1533 155 1714 1722 54 Grp Volume(v),veh/h 31 0 132 23 0 450 2 0 337 447 0 330 Grp Sat Flow(s),vehlh/In 1714 0 1793 1714 0 1577 1714 0 1688 1714 0 1776 Q Serve(g_s),s 1.2 0.0 5.4 0.9 0.0 27.6 0.1 0.0 19.4 19.0 0.0 13.5 Cycle Q Clear(g_c),s 1.2 0.0 5.4 0.9 0.0 27.6 0.1 0.0 19.4 19.0 0.0 13.5 Prop In Lane 1.00 0.02 1.00 0.79 1.00 0.09 1.00 0.03 Lane Grp Cap(c),veh/h 161 0 576 453 0 498 320 0 387 433 0 737 V/C Ratio(X) 0.19 0.00 0.23 0.05 0.00 0.90 0.01 0.00 0.87 1.03 0.00 0.45 Avail Cap(c_a),vehlh 435 0 782 736 0 688 639 0 736 433 0 775 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 26.0 0.0 25.1 22.4 0.0 33.0 29.8 0.0 37.5 24.5 0.0 21.2 Incr Delay(d2),s/veh 0.2 0.0 0.2 0.0 0.0 12.1 0.0 0.0 6.2 51.6 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.5 0.0 2.2 0.3 0.0 11.4 0.0 0.0 8.2 13.2 0.0 5.2 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 26.2 0.0 25.3 22.5 0.0 45.2 29.8 0.0 43.6 76.1 0.0 21.6 LnGrp LOS C A C C A D C A D F A C Approach Vol,vehlh 163 473 339 777 Approach Delay,s/veh 25.5 44.1 43.5 53.0 Approach LOS C D D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 8.9 37.9 6.3 47.8 8.4 38.4 25.0 29.1 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 3.2 29.6 2.1 15.5 2.9 7.4 21.0 21.4 Green Ext Time(p-c),s 0.0 2.3 0.0 1.7 0.0 0.6 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 46.2 HCM 6th LOS D Kittelson&Associates Synchro 11 Report 07/20/2022 Page 3 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(vph) 192 174 188 263 150 189 133 29 171 142 24 149 Future Volume(vph) 192 174 188 263 150 189 133 29 171 142 24 149 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.92 1.00 1.00 0.85 1.00 0.87 1.00 0.87 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1660 1710 1800 1530 1710 1569 1710 1568 Flt Permitted 0.65 1.00 0.22 1.00 1.00 0.52 1.00 0.31 1.00 Satd. Flow(perm) 1173 1660 393 1800 1530 941 1569 554 1568 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 213 193 209 292 167 210 148 32 190 158 27 166 RTOR Reduction(vph) 0 28 0 0 0 139 0 166 0 0 142 0 Lane Group Flow(vph) 213 374 0 292 167 71 148 56 0 158 51 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 4 Actuated Green,G(s) 37.7 25.9 48.3 31.2 31.2 23.4 11.6 26.2 13.0 Effective Green, g(s) 37.7 25.9 48.3 31.2 31.2 23.4 11.6 26.2 13.0 Actuated g/C Ratio 0.41 0.28 0.53 0.34 0.34 0.25 0.13 0.29 0.14 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 2.0 3.0 3.0 2.0 2.0 3.0 3.0 Lane Grp Cap(vph) 550 468 452 611 520 338 198 324 222 v/s Ratio Prot 0.05 c0.23 c0.12 0.09 0.06 0.04 c0.07 0.03 v/s Ratio Perm 0.11 0.22 0.05 0.06 c0.07 v/c Ratio 0.39 0.80 0.65 0.27 0.14 0.44 0.28 0.49 0.23 Uniform Delay,d1 18.2 30.5 15.1 22.1 21.0 27.9 36.3 26.1 34.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.5 9.2 2.4 0.2 0.1 0.3 0.3 1.2 0.5 Delay(s) 18.7 39.8 17.4 22.3 21.1 28.3 36.6 27.3 35.5 Level of Service B D B C C C D C D Approach Delay(s) 32.5 19.8 33.3 31.8 Approach LOS C B C C Intersection Summary HCM 2000 Control Delay 28.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length(s) 91.8 Sum of lost time(s) 24.0 Intersection Capacity Utilization 78.2% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 8 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(veh/h) 192 174 188 263 150 189 133 29 171 142 24 149 Future Volume(veh/h) 192 174 188 263 150 189 133 29 171 142 24 149 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 213 193 209 292 167 210 148 32 190 158 27 166 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 0 0 0 0 0 0 0 0 Cap,vehlh 586 225 243 388 567 481 343 40 239 310 34 212 Arrive On Green 0.11 0.28 0.28 0.14 0.32 0.32 0.12 0.18 0.18 0.10 0.16 0.16 Sat Flow,vehlh 1714 790 856 1714 1800 1525 1714 225 1335 1714 218 1341 Grp Volume(v),veh/h 213 0 402 292 167 210 148 0 222 158 0 193 Grp Sat Flow(s),vehlh/In 1714 0 1646 1714 1800 1525 1714 0 1560 1714 0 1559 Q Serve(g_s),s 7.0 0.0 19.0 9.7 5.8 9.0 5.6 0.0 11.2 6.2 0.0 9.8 Cycle Q Clear(g_c),s 7.0 0.0 19.0 9.7 5.8 9.0 5.6 0.0 11.2 6.2 0.0 9.8 Prop In Lane 1.00 0.52 1.00 1.00 1.00 0.86 1.00 0.86 Lane Grp Cap(c),veh/h 586 0 468 388 567 481 343 0 280 310 0 246 V/C Ratio(X) 0.36 0.00 0.86 0.75 0.29 0.44 0.43 0.00 0.79 0.51 0.00 0.78 Avail Cap(c_a),vehlh 787 0 980 536 1072 908 531 0 739 534 0 739 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 17.1 0.0 27.9 19.1 21.3 22.4 24.0 0.0 32.3 25.6 0.0 33.3 Incr Delay(d2),s/veh 0.4 0.0 4.7 2.2 0.3 0.6 0.3 0.0 1.9 1.3 0.0 5.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.5 0.0 7.3 3.5 2.2 3.2 2.2 0.0 4.3 2.6 0.0 4.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 17.5 0.0 32.6 21.4 21.6 23.0 24.4 0.0 34.3 26.8 0.0 38.7 LnGrp LOS B A C C C C C A C C A D Approach Vol,vehlh 615 669 370 351 Approach Delay,s/veh 27.4 21.9 30.3 33.4 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 15.3 31.9 16.0 19.0 17.9 29.4 14.3 20.8 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 49.0 19.0 39.0 19.0 49.0 19.0 39.0 Max Q Clear Time(g_c+I1),s 9.0 11.0 7.6 11.8 11.7 21.0 8.2 13.2 Green Ext Time(p-c),s 0.4 1.5 0.1 1.2 0.2 2.4 0.3 0.9 Intersection Summary HCM 6th Ctrl Delay 27.1 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 9 HCM 6th TWSC Cole Valley Christian School TIS 4: Glassford Ave/Ersatz Place & McMillan Road Total 2025 Before SH16 AM Peak Hour Intersection Int Delay,s/veh 184 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'fir t r Traffic Vol,veh/h 64 421 4 25 505 442 11 0 68 333 0 50 Future Vol,veh/h 64 421 4 25 505 442 11 0 68 333 0 50 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 100 - 100 200 - Veh in Median Storage,# - 0 - 0 - 0 - - 0 Grade,% - 0 - 0 - 0 - 0 Peak Hour Factor 90 90 92 92 90 90 92 92 92 90 92 90 Heavy Vehicles, % 0 0 2 2 0 0 2 2 2 0 2 0 Mvmt Flow 71 468 4 27 561 491 12 0 74 370 0 56 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 1052 0 0 472 0 0 1501 1718 470 1264 1229 561 Stage 1 - - - - - - 612 612 - 615 615 - Stage 2 - - - 889 1106 - 649 614 - Critical Hdwy 4.1 4.12 - - 7.12 6.52 6.22 7.1 6.52 6.2 Critical Hdwy Stg 1 - - - 6.12 5.52 - 6.1 5.52 - Critical Hdwy Stg 2 - - - 6.12 5.52 - 6.1 5.52 - Follow-up Hdwy 2.2 2.218 - 3.518 4.018 3.318 3.5 4.018 3.3 Pot Cap-1 Maneuver 669 1090 - - 100 90 594 - 148 178 531 Stage 1 - - - 480 484 - 482 482 - Stage 2 - - - - 338 286 - 462 483 - Platoon blocked, % Mov Cap-1 Maneuver 669 - 1090 81 78 594 -117 155 531 Mov Cap-2 Maneuver - - 81 78 - - 117 155 - Stage 1 - 429 433 431 470 - Stage 2 295 279 -362 432 - Approach EB WB NB SB HCM Control Delay,s 1.4 0.2 20.6 $916.2 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity(veh/h) 316 669 - 1090 117 531 HCM Lane V/C Ratio 0.272 0.106 - 0.025 3.162 0.105 HCM Control Delay(s) 20.6 11 - 8.4 $1051.9 12.6 HCM Lane LOS C B A - F B HCM 95th%tile Q(veh) 1.1 0.4 0.1 35.5 0.3 Notes -:Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon Kittelson&Associates Synchro 11 Report 03/16/2022 Page 1 HCM 6th AWSC Cole Valley Christian School TIS 5: Mcdermott Road & McMillan Road Total 2025 Before SH16 AM Peak Hour Intersection Intersection Delay,s/veh 351.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 43 645 161 24 784 90 195 50 26 44 51 33 Future Vol,veh/h 43 645 161 24 784 90 195 50 26 44 51 33 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 0 0 0 0 0 0 0 2 0 0 2 0 Mvmt Flow 48 717 179 27 871 100 217 56 29 49 57 37 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 398 450.1 33.1 22 HCM LOS F F D C Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 72% 5% 3% 34% Vol Thru,% 18% 76% 87% 40% Vol Right, % 10% 19% 10% 26% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 271 849 898 128 LT Vol 195 43 24 44 Through Vol 50 645 784 51 RT Vol 26 161 90 33 Lane Flow Rate 301 943 998 142 Geometry Grp 1 1 1 1 Degree of Util(X) 0.665 1.819 1.938 0.34 Departure Headway(Hd) 10.909 8.489 8.363 12.623 Convergence,Y/N Yes Yes Yes Yes Cap 334 434 449 287 Service Time 8.909 6.489 6.363 10.623 HCM Lane V/C Ratio 0.901 2.173 2.223 0.495 HCM Control Delay 33.1 398 450.1 22 HCM Lane LOS D F F C HCM 95th-tile Q 4.5 49.3 56.1 1.5 Kittelson&Associates Synchro 11 Report 02/08/2022 Page 11 MOVEMENT SUMMARY Site: 6 [Rustic Oak/ McMillan] Total 2025 Before SH16AM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Rustic Oak Way 3 L2 26 0.0 0.150 7.7 LOS A 0.6 14.9 0.64 0.64 0.64 33.1 8 T1 8 0.0 0.150 7.7 LOS A 0.6 14.9 0.64 0.64 0.64 33.0 18 R2 58 0.0 0.150 7.7 LOS A 0.6 14.9 0.64 0.64 0.64 32.1 Approach 91 0.0 0.150 7.7 LOS A 0.6 14.9 0.64 0.64 0.64 32.4 East: McMillan Road 1 L2 10 0.0 0.769 15.4 LOS C 10.9 272.8 0.66 0.35 0.66 30.5 6 T1 943 0.0 0.769 15.4 LOS C 10.9 272.8 0.66 0.35 0.66 30.4 16 R2 23 11.0 0.769 15.7 LOS C 10.9 272.8 0.66 0.35 0.66 29.4 Approach 977 0.3 0.769 15.4 LOS C 10.9 272.8 0.66 0.35 0.66 30.4 North: Rustic Oak Way 7 L2 28 0.0 0.107 8.5 LOS A 0.4 10.0 0.66 0.66 0.66 32.2 4 T1 1 0.0 0.107 8.5 LOS A 0.4 10.0 0.66 0.66 0.66 32.1 14 R2 26 0.0 0.107 8.5 LOS A 0.4 10.0 0.66 0.66 0.66 31.2 Approach 54 0.0 0.107 8.5 LOS A 0.4 10.0 0.66 0.66 0.66 31.7 West: McMillan Road 5 L2 46 0.0 0.603 9.8 LOS A 6.0 149.8 0.30 0.12 0.30 32.8 2 T1 734 0.0 0.603 9.8 LOS A 6.0 149.8 0.30 0.12 0.30 32.7 12 R2 20 0.0 0.603 9.8 LOS A 6.0 149.8 0.30 0.12 0.30 31.8 Approach 800 0.0 0.603 9.8 LOS A 6.0 149.8 0.30 0.12 0.30 32.7 All Vehicles 1922 0.1 0.769 12.5 LOS B 10.9 272.8 0.51 0.27 0.51 31.4 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 1 Copyright©2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Monday,January 24,2022 6:26:50 PM Project: H:\26\26392-Cole Valley Christian Schooksidra\26392_Total Before 16_AM_Rustic0ak-McMiII an.sip8 HCM 6th AWSC Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Total 2025 Before SH16 AM Peak Hour Intersection Intersection Delay,s/veh 380.5 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 145 480 127 29 527 37 141 246 69 39 216 205 Future Vol,veh/h 145 480 127 29 527 37 141 246 69 39 216 205 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 Heavy Vehicles, % 0 0 0 4 0 3 0 4 2 0 1 0 Mvmt Flow 159 527 140 32 579 41 155 270 76 43 237 225 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 577.1 387.9 220.3 208.6 HCM LOS F F F F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 31% 19% 5% 8% Vol Thru,% 54% 64% 89% 47% Vol Right, % 15% 17% 6% 45% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 456 752 593 460 LT Vol 141 145 29 39 Through Vol 246 480 527 216 RT Vol 69 127 37 205 Lane Flow Rate 501 826 652 505 Geometry Grp 1 1 1 1 Degree of Util(X) 1.332 2.189 1.745 1.302 Departure Headway(Hd) 17.012 14.149 15.874 16.961 Convergence,Y/N Yes Yes Yes Yes Cap 220 264 235 217 Service Time 15.012 12.149 13.874 14.961 HCM Lane V/C Ratio 2.277 3.129 2.774 2.327 HCM Control Delay 220.3 577.1 387.9 208.6 HCM Lane LOS F F F F HCM 95th-tile Q 15.6 42.7 26.7 14.9 Kittelson&Associates Synchro 11 Report 02/22/2022 Page 1 Queues Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 92 400 225 211 448 52 228 568 133 116 660 60 v/c Ratio 0.32 0.83 0.46 0.66 0.73 0.09 0.72 0.55 0.24 0.36 0.72 0.13 Control Delay 21.7 52.1 19.3 29.2 40.3 0.3 31.3 31.5 8.4 20.5 38.3 0.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.7 52.1 19.3 29.2 40.3 0.3 31.3 31.5 8.4 20.5 38.3 0.8 Queue Length 50th(ft) 35 253 56 87 269 0 97 167 9 46 215 0 Queue Length 95th(ft) 73 #449 139 157 #489 0 153 234 54 82 287 2 Internal Link Dist(ft) 5200 1590 5209 816 Turn Bay Length(ft) 115 100 100 115 185 85 295 100 Base Capacity(vph) 412 557 546 360 612 600 367 1220 628 436 1199 566 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.72 0.41 0.59 0.73 0.09 0.62 0.47 0.21 0.27 0.55 0.11 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 13 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(vph) 85 368 207 194 412 48 210 523 122 107 607 55 Future Volume(vph) 85 368 207 194 412 48 210 523 122 107 607 55 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1710 1800 1500 1676 1782 1530 1710 3288 1500 1710 3320 1366 Flt Permitted 0.31 1.00 1.00 0.20 1.00 1.00 0.20 1.00 1.00 0.35 1.00 1.00 Satd. Flow(perm) 560 1800 1500 348 1782 1530 352 3288 1500 637 3320 1366 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 92 400 225 211 448 52 228 568 133 116 660 60 RTOR Reduction(vph) 0 0 86 0 0 34 0 0 79 0 0 44 Lane Group Flow(vph) 92 400 139 211 448 18 228 568 54 116 660 16 Heavy Vehicles(%) 0% 0% 2% 2% 1% 0% 0% 4% 2% 0% 3% 12% Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 2 8 8 4 4 Actuated Green,G(s) 34.5 28.1 28.1 45.7 34.3 34.3 43.3 31.1 31.1 36.3 27.6 27.6 Effective Green, g(s) 34.5 28.1 28.1 45.7 34.3 34.3 43.3 31.1 31.1 36.3 27.6 27.6 Actuated g/C Ratio 0.34 0.28 0.28 0.45 0.34 0.34 0.43 0.31 0.31 0.36 0.27 0.27 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 265 503 419 324 608 522 316 1017 464 322 911 375 v/s Ratio Prot 0.02 0.22 c0.08 c0.25 c0.09 0.17 0.03 0.20 v/s Ratio Perm 0.10 0.09 0.21 0.01 c0.22 0.04 0.10 0.01 v/c Ratio 0.35 0.80 0.33 0.65 0.74 0.03 0.72 0.56 0.12 0.36 0.72 0.04 Uniform Delay,d1 23.5 33.5 28.8 19.8 29.1 22.1 20.6 29.0 24.9 22.2 33.0 26.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.3 8.9 0.6 3.6 4.9 0.0 6.7 0.8 0.2 0.3 3.1 0.1 Delay(s) 23.8 42.5 29.4 23.4 34.1 22.1 27.4 29.8 25.0 22.4 36.1 26.8 Level of Service C D C C C C C C C C D C Approach Delay(s) 36.0 30.0 28.5 33.5 Approach LOS D C C C Intersection Summary HCM 2000 Control Delay 31.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length(s) 100.5 Sum of lost time(s) 20.0 Intersection Capacity Utilization 78.4% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 14 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(veh/h) 85 368 207 194 412 48 210 523 122 107 607 55 Future Volume(veh/h) 85 368 207 194 412 48 210 523 122 107 607 55 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1772 1772 1786 1800 1800 1744 1772 1800 1758 1632 Adj Flow Rate,veh/h 92 400 225 211 448 52 228 568 133 116 660 60 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,% 0 0 2 2 1 0 0 4 2 0 3 12 Cap,vehlh 267 482 402 318 577 493 352 1057 479 336 902 373 Arrive On Green 0.06 0.27 0.27 0.11 0.32 0.32 0.12 0.32 0.32 0.07 0.27 0.27 Sat Flow,vehlh 1714 1800 1502 1688 1786 1525 1714 3313 1502 1714 3340 1383 Grp Volume(v),veh/h 92 400 225 211 448 52 228 568 133 116 660 60 Grp Sat Flow(s),vehlh/In 1714 1800 1502 1688 1786 1525 1714 1657 1502 1714 1670 1383 Q Serve(g_s),s 3.3 17.8 11.0 7.3 19.3 2.0 7.8 12.0 5.6 4.1 15.3 2.8 Cycle Q Clear(g_c),s 3.3 17.8 11.0 7.3 19.3 2.0 7.8 12.0 5.6 4.1 15.3 2.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 267 482 402 318 577 493 352 1057 479 336 902 373 V/C Ratio(X) 0.34 0.83 0.56 0.66 0.78 0.11 0.65 0.54 0.28 0.35 0.73 0.16 Avail Cap(c_a),vehlh 474 634 529 429 629 537 454 1362 617 521 1373 568 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 22.0 29.3 26.8 20.6 26.1 20.2 19.9 23.8 21.7 20.4 28.3 23.7 Incr Delay(d2),s/veh 0.3 8.0 1.7 0.9 6.2 0.1 0.8 0.6 0.4 0.2 1.7 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(50%),veh/In 1.2 8.0 3.9 2.6 8.3 0.7 2.9 4.5 1.9 1.6 5.9 0.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 22.3 37.4 28.6 21.5 32.2 20.3 20.7 24.4 22.1 20.7 29.9 24.0 LnGrp LOS C D C C C C C C C C C C Approach Vol,vehlh 717 711 929 836 Approach Delay,s/veh 32.7 28.2 23.2 28.2 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.7 32.5 14.9 28.0 14.4 27.8 10.8 32.2 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 15.0 30.0 15.0 35.0 15.0 30.0 15.0 35.0 Max Q Clear Time(g_c+I1),s 5.3 21.3 9.8 17.3 9.3 19.8 6.1 14.0 Green Ext Time(p-c),s 0.1 2.3 0.1 5.7 0.1 3.0 0.1 5.7 Intersection Summary HCM 6th Ctrl Delay 27.7 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 15 Queues Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Total 2025 Before SH16 AM Peak Hour t , Lane Group EBL EBT WBL WBT NBT SBT Lane Group Flow(vph) 21 454 20 599 318 285 v/c Ratio 0.09 0.56 0.06 0.75 0.72 0.66 Control Delay 10.4 14.1 9.7 19.5 29.5 26.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.4 14.1 9.7 19.5 29.5 26.5 Queue Length 50th(ft) 4 98 3 148 89 77 Queue Length 95th(ft) 16 197 15 295 #225 191 Internal Link Dist(ft) 2550 5184 1239 5192 Turn Bay Length(ft) 150 150 Base Capacity(vph) 375 1291 554 1279 656 645 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.35 0.04 0.47 0.48 0.44 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 16 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 19 356 52 18 485 54 76 185 25 66 166 25 Future Volume(vph) 19 356 52 18 485 54 76 185 25 66 166 25 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 7.0 7.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.98 0.99 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.99 0.99 Satd. Flow(prot) 1710 1766 1710 1750 1755 1754 Flt Permitted 0.29 1.00 0.42 1.00 0.83 0.81 Satd. Flow(perm) 516 1766 760 1750 1474 1447 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 21 396 58 20 539 60 84 206 28 73 184 28 RTOR Reduction(vph) 0 8 0 0 6 0 0 5 0 0 6 0 Lane Group Flow(vph) 21 446 0 20 593 0 0 313 0 0 279 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 13% 0% 0% 0% 0% 0% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6 2 8 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 25.3 25.3 25.3 25.3 16.6 16.6 Effective Green, g(s) 25.3 25.3 25.3 25.3 16.6 16.6 Actuated g/C Ratio 0.46 0.46 0.46 0.46 0.30 0.30 Clearance Time(s) 6.0 6.0 6.0 6.0 7.0 7.0 Vehicle Extension(s) 3.5 3.5 3.5 3.5 2.0 2.0 Lane Grp Cap(vph) 237 813 350 806 445 437 v/s Ratio Prot 0.25 c0.34 v/s Ratio Perm 0.04 0.03 c0.21 0.19 v/c Ratio 0.09 0.55 0.06 0.74 0.70 0.64 Uniform Delay,d1 8.3 10.7 8.2 12.1 17.0 16.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.2 0.8 0.1 3.6 4.1 2.3 Delay(s) 8.5 11.5 8.3 15.7 21.1 18.8 Level of Service A B A B C B Approach Delay(s) 11.4 15.5 21.1 18.8 Approach LOS B B C B Intersection Summary HCM 2000 Control Delay 15.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length(s) 54.9 Sum of lost time(s) 13.0 Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 17 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 19 356 52 18 485 54 76 185 25 66 166 25 Future Volume(veh/h) 19 356 52 18 485 54 76 185 25 66 166 25 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1617 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 21 396 58 20 539 60 84 206 28 73 184 28 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 0 13 0 0 0 0 0 0 Cap,vehlh 308 683 100 414 708 79 192 288 36 185 289 40 Arrive On Green 0.44 0.44 0.44 0.44 0.44 0.44 0.24 0.24 0.24 0.24 0.24 0.24 Sat Flow,vehlh 833 1535 225 952 1591 177 340 1204 149 313 1206 165 Grp Volume(v),veh/h 21 0 454 20 0 599 318 0 0 285 0 0 Grp Sat Flow(s),vehlh/In 833 0 1760 952 0 1768 1692 0 0 1684 0 0 Q Serve(g_s),s 0.9 0.0 8.0 0.7 0.0 11.7 0.8 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c),s 12.6 0.0 8.0 8.6 0.0 11.7 7.0 0.0 0.0 6.1 0.0 0.0 Prop In Lane 1.00 0.13 1.00 0.10 0.26 0.09 0.26 0.10 Lane Grp Cap(c),veh/h 308 0 783 414 0 786 516 0 0 513 0 0 V/C Ratio(X) 0.07 0.00 0.58 0.05 0.00 0.76 0.62 0.00 0.00 0.56 0.00 0.00 Avail Cap(c_a),vehlh 727 0 1666 893 0 1675 1014 0 0 1009 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 14.9 0.0 8.6 11.8 0.0 9.6 14.5 0.0 0.0 14.2 0.0 0.0 Incr Delay(d2),s/veh 0.1 0.0 0.8 0.1 0.0 1.9 0.4 0.0 0.0 0.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.1 0.0 1.8 0.1 0.0 2.7 2.0 0.0 0.0 1.7 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 15.0 0.0 9.4 11.8 0.0 11.5 15.0 0.0 0.0 14.6 0.0 0.0 LnGrp LOS B A A B A B B A A B A A Approach Vol,vehlh 475 619 318 285 Approach Delay,s/veh 9.6 11.5 15.0 14.6 Approach LOS A B B B Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 24.3 16.9 24.3 16.9 Change Period(Y+Rc),s 6.0 7.0 6.0 7.0 Max Green Setting(Gmax),s 39.0 23.0 39.0 23.0 Max Q Clear Time(g_c+I1),s 13.7 8.1 14.6 9.0 Green Ext Time(p-c),s 4.6 0.8 3.3 0.9 Intersection Summary HCM 6th Ctrl Delay 12.1 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 02/08/2022 Page 18 Queues Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road II Total 2025 Before SH16 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 47 487 61 570 60 464 97 375 v/c Ratio 0.27 0.78 0.26 0.91 0.20 0.86 0.39 0.59 Control Delay 25.0 47.4 24.1 58.9 21.7 55.3 24.8 37.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.0 47.4 24.1 58.9 21.7 55.3 24.8 37.7 Queue Length 50th(ft) 22 371 29 462 27 348 45 252 Queue Length 95th(ft) 48 #592 58 #742 56 #558 83 382 Internal Link Dist(ft) 5184 5184 1203 5198 Turn Bay Length(ft) 75 75 75 75 Base Capacity(vph) 330 624 363 626 446 604 362 647 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.14 0.78 0.17 0.91 0.13 0.77 0.27 0.58 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 19 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 42 391 48 55 445 68 54 336 82 87 311 26 Future Volume(vph) 42 391 48 55 445 68 54 336 82 87 311 26 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.98 1.00 0.97 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1653 1712 1621 1696 1605 1649 1653 1720 Flt Permitted 0.14 1.00 0.22 1.00 0.39 1.00 0.20 1.00 Satd. Flow(perm) 244 1712 376 1696 658 1649 349 1720 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 47 434 53 61 494 76 60 373 91 97 346 29 RTOR Reduction(vph) 0 3 0 0 3 0 0 5 0 0 2 0 Lane Group Flow(vph) 47 484 0 61 567 0 60 459 0 97 373 0 Heavy Vehicles(%) 0% 0% 0% 2% 0% 4% 3% 3% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G(s) 50.0 44.6 51.2 45.2 47.4 41.5 54.8 45.2 Effective Green,g(s) 50.0 44.6 51.2 45.2 47.4 41.5 54.8 45.2 Actuated g/C Ratio 0.40 0.35 0.41 0.36 0.38 0.33 0.44 0.36 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 157 607 212 609 292 544 251 618 v/s Ratio Prot 0.01 0.28 c0.01 c0.33 0.01 c0.28 c0.03 c0.22 v/s Ratio Perm 0.11 0.10 0.07 0.14 v/c Ratio 0.30 0.80 0.29 0.93 0.21 0.84 0.39 0.60 Uniform Delay,d1 27.5 36.5 25.6 38.7 25.9 39.1 24.5 32.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.4 7.2 0.3 21.0 0.1 11.4 0.4 1.7 Delay(s) 27.8 43.7 25.8 59.8 26.0 50.5 24.9 34.6 Level of Service C D C E C D C C Approach Delay(s) 42.3 56.5 47.7 32.6 Approach LOS D E D C Intersection Summary HCM 2000 Control Delay 45.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length(s) 125.7 Sum of lost time(s) 24.0 Intersection Capacity Utilization 82.3% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 20 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 42 391 48 55 445 68 54 336 82 87 311 26 Future Volume(veh/h) 42 391 48 55 445 68 54 336 82 87 311 26 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1772 1800 1744 1758 1758 1800 1800 1800 1800 Adj Flow Rate,veh/h 47 434 53 61 494 76 60 373 91 97 346 29 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 2 0 4 3 3 0 0 0 0 Cap,vehlh 178 554 68 239 543 84 281 418 102 211 525 44 Arrive On Green 0.04 0.35 0.35 0.04 0.36 0.36 0.04 0.31 0.31 0.06 0.32 0.32 Sat Flow,vehlh 1714 1573 192 1688 1523 234 1674 1365 333 1714 1638 137 Grp Volume(v),veh/h 47 0 487 61 0 570 60 0 464 97 0 375 Grp Sat Flow(s),vehlh/In 1714 0 1765 1688 0 1758 1674 0 1698 1714 0 1775 Q Serve(g_s),s 1.7 0.0 24.2 2.2 0.0 30.2 2.4 0.0 25.5 3.7 0.0 17.8 Cycle Q Clear(g_c),s 1.7 0.0 24.2 2.2 0.0 30.2 2.4 0.0 25.5 3.7 0.0 17.8 Prop In Lane 1.00 0.11 1.00 0.13 1.00 0.20 1.00 0.08 Lane Grp Cap(c),veh/h 178 0 621 239 0 627 281 0 520 211 0 569 V/C Ratio(X) 0.26 0.00 0.78 0.26 0.00 0.91 0.21 0.00 0.89 0.46 0.00 0.66 Avail Cap(c_a),vehlh 447 0 794 497 0 791 537 0 764 449 0 798 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 23.6 0.0 28.4 21.9 0.0 30.0 23.1 0.0 32.4 24.9 0.0 28.7 Incr Delay(d2),s/veh 0.3 0.0 4.0 0.2 0.0 12.5 0.1 0.0 9.3 0.6 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 0.0 10.1 0.8 0.0 13.9 0.9 0.0 11.1 1.4 0.0 7.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 23.9 0.0 32.3 22.1 0.0 42.4 23.2 0.0 41.7 25.4 0.0 30.0 LnGrp LOS C A C C A D C A D C A C Approach Vol,vehlh 534 631 524 472 Approach Delay,s/veh 31.6 40.5 39.6 29.0 Approach LOS C D D C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.6 40.9 10.0 37.3 10.0 40.4 11.4 35.9 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 3.7 32.2 4.4 19.8 4.2 26.2 5.7 27.5 Green Ext Time(p-c),s 0.0 2.7 0.0 2.0 0.0 2.6 0.1 2.4 Intersection Summary HCM 6th Ctrl Delay 35.6 HCM 6th LOS D Kittelson&Associates Synchro 11 Report 02/08/2022 Page 21 HCM 6th TWSC Cole Valley Christian School TIS 11: Owyhee Storm Ave & Site Acess A Total 2025 Before SH16 AM Peak Hour Intersection Int Delay,s/veh 5.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r Traffic Vol,veh/h 315 0 0 410 0 0 Future Vol,veh/h 315 0 0 410 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop 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 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 350 0 0 456 0 0 Major/Minor Minorl Majorl Conflicting Flow All 228 228 0 0 Stage 1 228 - - - Stage 2 0 - Critical Hdwy 6.4 6.2 Critical Hdwy Stg 1 5.4 - Critical Hdwy Stg 2 - - - Follow-up Hdwy 3.5 3.3 - Pot Cap-1 Maneuver 765 816 Stage 1 815 - Stage 2 - - Platoon blocked, % Mov Cap-1 Maneuver 765 816 - Mov Cap-2 Maneuver 765 - Stage 1 815 Stage 2 - Approach WB NB HCM Control Delay,s 13.6 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 Capacity(veh/h) - - 765 HCM Lane V/C Ratio - - 0.458 HCM Control Delay(s) - - 13.6 0 HCM Lane LOS - - B A HCM 95th%tile Q(veh) - - 2.4 - Kittelson&Associates Synchro 11 Report 02/14/2022 Page 1 HCM 6th TWSC Cole Valley Christian School TIS 13: Ersatz Place & Site Access C Total 2025 Before SH16 AM Peak Hour Intersection Int Delay,s/veh 8.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' Traffic Vol,veh/h 0 364 481 25 19 0 Future Vol,veh/h 0 364 481 25 19 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 - Veh in Median Storage,# 0 0 0 Grade,% 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 404 534 28 21 0 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1117 21 21 0 - 0 Stage 1 21 - - - - Stage 2 1096 - - 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 231 1062 1608 - - Stage 1 1007 - - - Stage 2 323 - - - - Platoon blocked, % - - Mov Cap-1 Maneuver 153 1062 1608 - - Mov Cap-2 Maneuver 153 - - Stage 1 668 - - Stage 2 323 - Approach EB NB SB HCM Control Delay,s 10.5 7.9 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1608 - 1062 - HCM Lane V/C Ratio 0.332 - 0.381 - HCM Control Delay(s) 8.3 0 10.5 - HCM Lane LOS A A B - HCM 95th%tile Q(veh) 1.5 - 1.8 - - Kittelson&Associates Synchro 11 Report 02/14/2022 Page 2 HCM 6th TWSC Cole Valley Christian School TIS 14: Ersatz Place & Site Access B Total 2025 Before SH16 AM Peak Hour Intersection Int Delay,s/veh 7.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' Traffic Vol,veh/h 0 19 25 0 0 0 Future Vol,veh/h 0 19 25 0 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 - Veh in Median Storage,# 0 0 0 Grade,% 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 21 28 0 0 0 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 57 1 1 0 0 Stage 1 1 - - - - Stage 2 56 - - 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 955 1090 1635 Stage 1 1028 - - Stage 2 972 - - - Platoon blocked, % Mov Cap-1 Maneuver 939 1090 1635 - Mov Cap-2 Maneuver 939 - - Stage 1 1011 - - Stage 2 972 - Approach EB NB SB HCM Control Delay,s 8.4 7.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1635 - 1090 - HCM Lane V/C Ratio 0.017 - 0.019 - HCM Control Delay(s) 7.2 0 8.4 - HCM Lane LOS A A A - HCM 95th%tile Q(veh) 0.1 - 0.1 - - Kittelson&Associates Synchro 11 Report 02/14/2022 Page 3 Queues Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Total 2025 Before SH16 PM School Peak Hour t Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 24 1051 207 247 1298 232 243 33 47 v/c Ratio 0.10 0.59 0.24 0.60 0.59 0.90 0.63 0.29 0.50 Control Delay 12.5 29.9 3.7 16.5 19.5 93.0 21.2 55.0 59.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.5 29.9 3.7 16.5 19.5 93.0 21.2 55.0 59.7 Queue Length 50th(ft) 8 420 0 94 462 217 39 27 24 Queue Length 95th(ft) 20 560 50 145 564 #343 136 57 68 Internal Link Dist(ft) 4871 2550 5193 384 Turn Bay Length(ft) 300 450 300 80 80 Base Capacity(vph) 258 1786 879 453 2183 272 474 271 336 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.59 0.24 0.55 0.59 0.85 0.51 0.12 0.14 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(vph) 22 967 190 227 1169 25 213 28 196 30 21 22 Future Volume(vph) 22 967 190 227 1169 25 213 28 196 30 21 22 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 14 14 12 12 12 12 12 12 12 12 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.87 1.00 0.92 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 3353 1470 1806 3341 1569 1527 1598 1541 Flt Permitted 0.18 1.00 1.00 0.17 1.00 0.35 1.00 0.62 1.00 Satd. Flow(perm) 323 3353 1470 325 3341 573 1527 1051 1541 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 24 1051 207 247 1271 27 232 30 213 33 23 24 RTOR Reduction(vph) 0 0 99 0 1 0 0 173 0 0 23 0 Lane Group Flow(vph) 24 1051 108 247 1297 0 232 70 0 33 24 0 Heavy Vehicles(%) 0% 2% 11% 1% 2% 4% 9% 12% 1% 7% 16% 0% Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 8 4 Actuated Green, G(s) 87.2 83.8 83.8 110.7 100.3 35.3 22.1 12.6 6.4 Effective Green,g(s) 87.2 83.8 83.8 110.7 100.3 35.3 22.1 12.6 6.4 Actuated g/C Ratio 0.55 0.52 0.52 0.69 0.63 0.22 0.14 0.08 0.04 Clearance Time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 2.0 3.0 3.0 2.0 3.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 205 1756 769 409 2094 262 210 103 61 v/s Ratio Prot 0.00 0.31 c0.08 c0.39 c0.12 0.05 0.01 0.02 v/s Ratio Perm 0.06 0.07 0.34 c0.07 0.01 v/c Ratio 0.12 0.60 0.14 0.60 0.62 0.89 0.33 0.32 0.39 Uniform Delay,d1 17.4 26.4 19.6 15.6 18.2 57.2 62.3 69.3 74.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 1.5 0.4 1.7 0.6 27.2 0.3 0.7 1.5 Delay(s) 17.5 27.9 20.0 17.4 18.8 84.5 62.6 70.0 76.4 Level of Service B C B B B F E E E Approach Delay(s) 26.5 18.5 73.3 73.8 Approach LOS C B E E Intersection Summary HCM 2000 Control Delay 30.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length(s) 160.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(veh/h) 22 967 190 227 1169 25 213 28 196 30 21 22 Future Volume(veh/h) 22 967 190 227 1169 25 213 28 196 30 21 22 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1772 1711 1857 1772 1744 1674 1632 1786 1702 1575 1800 Adj Flow Rate,veh/h 24 1051 207 247 1271 27 232 30 213 33 23 24 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,% 0 2 11 1 2 4 9 12 1 7 16 0 Cap,vehlh 114 1100 474 267 1437 31 317 32 228 100 46 48 Arrive On Green 0.02 0.33 0.33 0.12 0.43 0.43 0.14 0.18 0.18 0.02 0.06 0.06 Sat Flow,vehlh 1714 3367 1450 1769 3371 72 1594 174 1235 1621 706 737 Grp Volume(v),veh/h 24 1051 207 247 634 664 232 0 243 33 0 47 Grp Sat Flow(s),vehlh/In 1714 1683 1450 1769 1683 1759 1594 0 1409 1621 0 1443 Q Serve(g_s),s 1.5 48.9 17.9 17.1 55.5 55.6 21.2 0.0 27.2 3.0 0.0 5.0 Cycle Q Clear(g_c),s 1.5 48.9 17.9 17.1 55.5 55.6 21.2 0.0 27.2 3.0 0.0 5.0 Prop In Lane 1.00 1.00 1.00 0.04 1.00 0.88 1.00 0.51 Lane Grp Cap(c),veh/h 114 1100 474 267 718 750 317 0 260 100 0 94 V/C Ratio(X) 0.21 0.96 0.44 0.92 0.88 0.88 0.73 0.00 0.94 0.33 0.00 0.50 Avail Cap(c_a),vehlh 165 1115 480 309 718 750 317 0 291 294 0 298 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 39.8 52.7 42.3 48.3 42.3 42.3 57.0 0.0 64.3 68.0 0.0 72.3 Incr Delay(d2),s/veh 0.3 18.3 2.9 28.3 12.6 12.2 7.4 0.0 32.9 0.7 0.0 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 22.6 6.7 11.8 24.4 25.4 9.0 0.0 11.9 1.3 0.0 1.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 40.1 71.0 45.2 76.6 54.9 54.5 64.4 0.0 97.2 68.7 0.0 73.9 LnGrp LOS D E D E D D E A F E A E Approach Vol,vehlh 1282 1545 475 80 Approach Delay,s/veh 66.3 58.2 81.2 71.7 Approach LOS E E F E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 10.3 75.2 30.0 17.4 26.2 59.3 10.9 36.5 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 8.0 68.0 23.0 33.0 23.0 53.0 23.0 33.0 Max Q Clear Time(g_c+ll),s 3.5 57.6 23.2 7.0 19.1 50.9 5.0 29.2 Green Ext Time(p-c),s 0.0 5.3 0.0 0.1 0.1 1.4 0.0 0.3 Intersection Summary HCM 6th Ctrl Delay 64.8 HCM 6th LOS E Kittelson&Associates Synchro 11 Report 02/08/2022 Page 3 Queues Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025II Before SH16 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 13 70 24 496 1 312 214 226 v/c Ratio 0.07 0.12 0.05 0.81 0.00 0.73 0.47 0.28 Control Delay 20.9 26.1 20.2 35.0 19.0 46.3 20.6 20.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.9 26.1 20.2 35.0 19.0 46.3 20.6 20.3 Queue Length 50th(ft) 5 26 9 194 0 161 65 68 Queue Length 95th(ft) 19 77 29 #464 4 333 163 199 Internal Link Dist(ft) 5103 2580 5185 5224 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 384 898 576 849 632 858 507 918 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.08 0.04 0.58 0.00 0.36 0.42 0.25 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 4 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 12 62 1 22 102 345 1 254 27 193 196 7 Future Volume(vph) 12 62 1 22 102 345 1 254 27 193 196 7 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.88 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1569 1796 1710 1584 1710 1712 1660 1724 Flt Permitted 0.17 1.00 0.71 1.00 0.62 1.00 0.32 1.00 Satd. Flow(perm) 283 1796 1273 1584 1111 1712 554 1724 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 13 69 1 24 113 383 1 282 30 214 218 8 RTOR Reduction(vph) 0 0 0 0 79 0 0 3 0 0 1 0 Lane Group Flow(vph) 13 70 0 24 417 0 1 309 0 214 225 0 Heavy Vehicles(%) 9% 0% 0% 0% 2% 0% 0% 4% 0% 3% 4% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 34.2 32.4 34.6 32.6 29.9 29.2 51.4 44.7 Effective Green, g(s) 34.2 32.4 34.6 32.6 29.9 29.2 51.4 44.7 Actuated g/C Ratio 0.33 0.31 0.33 0.31 0.29 0.28 0.50 0.43 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 115 560 432 497 324 481 446 742 v/s Ratio Prot c0.00 0.04 0.00 c0.26 0.00 c0.18 c0.07 0.13 v/s Ratio Perm 0.04 0.02 0.00 0.16 v/c Ratio 0.11 0.12 0.06 0.84 0.00 0.64 0.48 0.30 Uniform Delay,d1 25.7 25.6 23.4 33.2 26.3 32.7 16.7 19.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.2 0.1 0.0 11.8 0.0 2.9 0.3 0.2 Delay(s) 25.8 25.7 23.4 45.0 26.3 35.7 17.0 19.6 Level of Service C C C D C D B B Approach Delay(s) 25.7 44.0 35.6 18.3 Approach LOS C D D B Intersection Summary HCM 2000 Control Delay 32.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length(s) 103.8 Sum of lost time(s) 24.0 Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 5 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 12 62 1 22 102 345 1 254 27 193 196 7 Future Volume(veh/h) 12 62 1 22 102 345 1 254 27 193 196 7 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1674 1800 1800 1800 1772 1800 1800 1744 1800 1758 1744 1800 Adj Flow Rate,veh/h 13 69 1 24 113 383 1 282 30 214 218 8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 9 0 0 0 2 0 0 4 0 3 4 0 Cap,vehlh 161 616 9 566 127 430 345 338 36 333 561 21 Arrive On Green 0.02 0.35 0.35 0.03 0.36 0.36 0.00 0.22 0.22 0.12 0.34 0.34 Sat Flow,vehlh 1594 1770 26 1714 354 1201 1714 1549 165 1674 1671 61 Grp Volume(v),veh/h 13 0 70 24 0 496 1 0 312 214 0 226 Grp Sat Flow(s),vehlh/In 1594 0 1795 1714 0 1556 1714 0 1714 1674 0 1733 Q Serve(g_s),s 0.4 0.0 2.2 0.7 0.0 24.9 0.0 0.0 14.4 7.8 0.0 8.3 Cycle Q Clear(g_c),s 0.4 0.0 2.2 0.7 0.0 24.9 0.0 0.0 14.4 7.8 0.0 8.3 Prop In Lane 1.00 0.01 1.00 0.77 1.00 0.10 1.00 0.04 Lane Grp Cap(c),veh/h 161 0 625 566 0 557 345 0 373 333 0 582 V/C Ratio(X) 0.08 0.00 0.11 0.04 0.00 0.89 0.00 0.00 0.84 0.64 0.00 0.39 Avail Cap(c_a),vehlh 501 0 952 914 0 825 735 0 909 517 0 919 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 20.5 0.0 18.3 16.5 0.0 25.1 25.3 0.0 31.0 21.5 0.0 21.1 Incr Delay(d2),s/veh 0.1 0.0 0.1 0.0 0.0 8.4 0.0 0.0 5.0 0.8 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.1 0.0 0.8 0.3 0.0 9.3 0.0 0.0 5.9 2.7 0.0 3.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 20.6 0.0 18.4 16.5 0.0 33.5 25.3 0.0 36.0 22.2 0.0 21.5 LnGrp LOS C A B B A C C A D C A C Approach Vol,vehlh 83 520 313 440 Approach Delay,s/veh 18.8 32.7 35.9 21.8 Approach LOS B C D C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 7.3 35.7 6.1 33.8 8.1 34.9 15.9 24.1 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+ll),s 2.4 26.9 2.0 10.3 2.7 4.2 9.8 16.4 Green Ext Time(p-c),s 0.0 2.8 0.0 1.1 0.0 0.3 0.2 1.6 Intersection Summary HCM 6th Ctrl Delay 29.1 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 6 Queues Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 Before SH16 PM School Peak Hour t , Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow(vph) 121 190 82 191 120 172 308 152 187 v/c Ratio 0.28 0.43 0.21 0.56 0.31 0.39 0.62 0.41 0.49 Control Delay 15.6 24.7 15.2 33.0 8.1 17.0 10.9 17.7 11.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.6 24.7 15.2 33.0 8.1 17.0 10.9 17.7 11.9 Queue Length 50th(ft) 29 58 19 69 0 43 7 38 9 Queue Length 95th(ft) 75 141 54 159 42 100 80 90 66 Internal Link Dist(ft) 2580 1230 5196 444 Turn Bay Length(ft) 150 150 200 200 200 Base Capacity(vph) 601 1231 629 1304 1151 610 1021 567 980 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.20 0.15 0.13 0.15 0.10 0.28 0.30 0.27 0.19 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 7 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(vph) 109 104 67 74 172 108 155 17 260 137 23 145 Future Volume(vph) 109 104 67 74 172 108 155 17 260 137 23 145 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.94 1.00 1.00 0.85 1.00 0.86 1.00 0.87 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1674 1710 1782 1530 1710 1547 1710 1568 Flt Permitted 0.51 1.00 0.64 1.00 1.00 0.56 1.00 0.37 1.00 Satd. Flow(perm) 925 1674 1148 1782 1530 1014 1547 661 1568 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 121 116 74 82 191 120 172 19 289 152 26 161 RTOR Reduction(vph) 0 17 0 0 0 95 0 241 0 0 136 0 Lane Group Flow(vph) 121 173 0 82 191 25 172 67 0 152 51 0 Heavy Vehicles(%) 0% 2% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 4 Actuated Green,G(s) 26.2 17.5 20.4 14.6 14.6 22.6 11.5 21.4 10.9 Effective Green, g(s) 26.2 17.5 20.4 14.6 14.6 22.6 11.5 21.4 10.9 Actuated g/C Ratio 0.38 0.25 0.29 0.21 0.21 0.33 0.17 0.31 0.16 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 2.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 448 422 384 375 322 442 256 363 246 v/s Ratio Prot c0.03 c0.10 0.02 c0.11 0.06 0.04 c0.06 0.03 v/s Ratio Perm 0.07 0.04 0.02 0.06 c0.07 v/c Ratio 0.27 0.41 0.21 0.51 0.08 0.39 0.26 0.42 0.21 Uniform Delay,d1 14.5 21.6 18.1 24.2 22.0 17.5 25.2 18.4 25.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.3 0.6 0.1 1.1 0.1 0.6 0.5 0.8 0.4 Delay(s) 14.8 22.2 18.2 25.3 22.1 18.1 25.7 19.2 25.9 Level of Service B C B C C B C B C Approach Delay(s) 19.4 22.8 23.0 22.9 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 22.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.42 Actuated Cycle Length(s) 69.3 Sum of lost time(s) 24.0 Intersection Capacity Utilization 61.9% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 8 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(veh/h) 109 104 67 74 172 108 155 17 260 137 23 145 Future Volume(veh/h) 109 104 67 74 172 108 155 17 260 137 23 145 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1772 1800 1800 1786 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 121 116 74 82 191 120 172 19 289 152 26 161 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 2 0 0 1 0 0 0 0 0 0 0 Cap,vehlh 331 188 120 323 297 253 498 24 368 364 41 252 Arrive On Green 0.08 0.19 0.19 0.06 0.17 0.17 0.17 0.25 0.25 0.10 0.19 0.19 Sat Flow,vehlh 1714 1011 645 1714 1786 1525 1714 95 1445 1714 217 1342 Grp Volume(v),veh/h 121 0 190 82 191 120 172 0 308 152 0 187 Grp Sat Flow(s),vehlh/In 1714 0 1656 1714 1786 1525 1714 0 1540 1714 0 1558 Q Serve(g_s),s 3.4 0.0 6.4 2.3 6.0 4.3 4.3 0.0 11.2 4.2 0.0 6.7 Cycle Q Clear(g_c),s 3.4 0.0 6.4 2.3 6.0 4.3 4.3 0.0 11.2 4.2 0.0 6.7 Prop In Lane 1.00 0.39 1.00 1.00 1.00 0.94 1.00 0.86 Lane Grp Cap(c),veh/h 331 0 307 323 297 253 498 0 392 364 0 293 V/C Ratio(X) 0.37 0.00 0.62 0.25 0.64 0.47 0.35 0.00 0.79 0.42 0.00 0.64 Avail Cap(c_a),vehlh 732 0 1347 757 1453 1241 754 0 997 735 0 1009 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 18.7 0.0 22.6 19.1 23.4 22.7 14.4 0.0 20.9 17.3 0.0 22.6 Incr Delay(d2),s/veh 0.7 0.0 2.0 0.2 2.3 1.4 0.4 0.0 3.5 0.8 0.0 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.2 0.0 2.3 0.8 2.4 1.5 1.6 0.0 4.1 1.6 0.0 2.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 19.4 0.0 24.6 19.2 25.8 24.1 14.8 0.0 24.4 18.1 0.0 24.9 LnGrp LOS B A C B C C B A C B A C Approach Vol,vehlh 311 393 480 339 Approach Delay,s/veh 22.6 23.9 21.0 21.8 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 10.9 16.0 16.0 17.3 9.7 17.2 12.0 21.3 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 49.0 19.0 39.0 19.0 49.0 19.0 39.0 Max Q Clear Time(g_c+ll),s 5.4 8.0 6.3 8.7 4.3 8.4 6.2 13.2 Green Ext Time(p-c),s 0.2 1.4 0.4 1.2 0.1 1.0 0.3 2.1 Intersection Summary HCM 6th Ctrl Delay 22.2 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 9 HCM 6th TWSC Cole Valley Christian School TIS 4: Glassford Ave/Ersatz Place & McMillan Road Total 2025 Before SH16 PM School Peak Hour Intersection Int Delay,s/veh 153.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'fir t r Traffic Vol,veh/h 36 467 12 83 320 252 7 0 44 321 0 48 Future Vol,veh/h 36 467 12 83 320 252 7 0 44 321 0 48 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 100 - 100 200 - Veh in Median Storage,# - 0 - 0 - 0 - - 0 Grade,% - 0 - 0 - 0 - 0 Peak Hour Factor 90 90 92 92 90 90 92 92 92 90 92 90 Heavy Vehicles, % 0 2 2 2 1 0 2 2 2 0 2 0 Mvmt Flow 40 519 13 90 356 280 8 0 48 357 0 53 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 636 0 0 532 0 0 1309 1422 526 1166 1148 356 Stage 1 - - - - - - 606 606 - 536 536 - Stage 2 - - - 703 816 - 630 612 - Critical Hdwy 4.1 4.12 - - 7.12 6.52 6.22 7.1 6.52 6.2 Critical Hdwy Stg 1 - - - 6.12 5.52 - 6.1 5.52 - Critical Hdwy Stg 2 - - - 6.12 5.52 - 6.1 5.52 - Follow-up Hdwy 2.2 2.218 - 3.518 4.018 3.318 3.5 4.018 3.3 Pot Cap-1 Maneuver 957 1036 - - 136 136 552 -172 199 693 Stage 1 - - - 484 487 - 532 523 - Stage 2 - - - - 428 391 - 473 484 - Platoon blocked, % Mov Cap-1 Maneuver 957 - 1036 114 119 552 -142 174 693 Mov Cap-2 Maneuver - - 114 119 - - 142 174 - Stage 1 - 464 467 510 477 - Stage 2 361 357 414 464 - Approach EB WB NB SB HCM Control Delay,s 0.6 1.1 16.8 $654.2 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity(veh/h) 361 957 - 1036 142 693 HCM Lane V/C Ratio 0.154 0.042 - 0.087 2.512 0.077 HCM Control Delay(s) 16.8 8.9 - 8.8 -$750.4 10.6 HCM Lane LOS C A A F B HCM 95th%tile Q(veh) 0.5 0.1 0.3 31.1 0.2 Notes -:Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon Kittelson&Associates Synchro 11 Report 03/16/2022 Page 1 HCM 6th AWSC Cole Valley Christian School TIS 5: Mcdermott Road & McMillan Road Total 2025 Before SH16 PM School Peak Hour Intersection Intersection Delay,s/veh 157.3 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 54 641 144 18 502 53 142 34 14 6 23 10 Future Vol,veh/h 54 641 144 18 502 53 142 34 14 6 23 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 0 0 0 0 1 0 0 0 0 20 5 0 Mvmt Flow 60 712 160 20 558 59 158 38 16 7 26 11 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 253.2 73.1 17.4 13.6 HCM LOS F F C B Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 75% 6% 3% 15% Vol Thru,% 18% 76% 88% 59% Vol Right, % 7% 17% 9% 26% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 190 839 573 39 LT Vol 142 54 18 6 Through Vol 34 641 502 23 RT Vol 14 144 53 10 Lane Flow Rate 211 932 637 43 Geometry Grp 1 1 1 1 Degree of Util(X) 0.431 1.506 1.035 0.1 Departure Headway(Hd) 8.258 5.964 6.526 9.511 Convergence,Y/N Yes Yes Yes Yes Cap 439 615 560 379 Service Time 6.258 3.964 4.526 7.511 HCM Lane V/C Ratio 0.481 1.515 1.137 0.113 HCM Control Delay 17.4 253.2 73.1 13.6 HCM Lane LOS C F F B HCM 95th-tile Q 2.1 45.6 15.9 0.3 Kittelson&Associates Synchro 11 Report 02/08/2022 Page 11 MOVEMENT SUMMARY Site: 6 [Rustic Oak/ McMillan] Total 2025 Before SH16 PM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Rustic Oak Way 3 L2 7 0.0 0.068 6.4 LOS A 0.3 6.6 0.61 0.57 0.61 34.1 8 T1 8 0.0 0.068 6.4 LOS A 0.3 6.6 0.61 0.57 0.61 34.0 18 R2 29 0.0 0.068 6.4 LOS A 0.3 6.6 0.61 0.57 0.61 33.0 Approach 43 0.0 0.068 6.4 LOS A 0.3 6.6 0.61 0.57 0.61 33.4 East: McMillan Road 1 L2 33 0.0 0.524 8.3 LOS A 4.3 109.3 0.23 0.08 0.23 33.5 6 T1 619 1.0 0.524 8.3 LOS A 4.3 109.3 0.23 0.08 0.23 33.4 16 R2 39 3.0 0.524 8.4 LOS A 4.3 109.3 0.23 0.08 0.23 32.5 Approach 691 1.1 0.524 8.3 LOS A 4.3 109.3 0.23 0.08 0.23 33.4 North: Rustic Oak Way 7 L2 28 0.0 0.075 5.9 LOS A 0.3 7.3 0.58 0.53 0.58 33.3 4 T1 3 0.0 0.075 5.9 LOS A 0.3 7.3 0.58 0.53 0.58 33.2 14 R2 21 0.0 0.075 5.9 LOS A 0.3 7.3 0.58 0.53 0.58 32.3 Approach 52 0.0 0.075 5.9 LOS A 0.3 7.3 0.58 0.53 0.58 32.9 West: McMillan Road 5 L2 17 15.0 0.576 9.8 LOS A 5.2 129.5 0.37 0.17 0.37 32.6 2 T1 717 0.0 0.576 9.4 LOS A 5.2 129.5 0.37 0.17 0.37 33.0 12 R2 9 0.0 0.576 9.4 LOS A 5.2 129.5 0.37 0.17 0.37 32.1 Approach 742 0.3 0.576 9.4 LOS A 5.2 129.5 0.37 0.17 0.37 33.0 All Vehicles 1529 0.6 0.576 8.7 LOS A 5.2 129.5 0.32 0.16 0.32 33.2 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 1 Copyright©2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Monday,January 24,2022 6:28:22 PM Project: H:\26\26392-Cole Valley Christian Schooksidra\26392_Total Before 16_PM_Rustic0ak-McMiII an.sip8 HCM 6th AWSC Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Total 2025 Before SH16 PM School Peak Hour Intersection Intersection Delay,s/veh 285 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 124 389 121 96 405 106 112 253 70 48 283 123 Future Vol,veh/h 124 389 121 96 405 106 112 253 70 48 283 123 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 0 1 0 0 1 0 4 5 0 0 7 0 Mvmt Flow 129 405 126 100 422 110 117 264 73 50 295 128 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 380.7 349.6 167.5 177.6 HCM LOS F F F F Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 26% 20% 16% 11% Vol Thru,% 58% 61% 67% 62% Vol Right, % 16% 19% 17% 27% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 435 634 607 454 LT Vol 112 124 96 48 Through Vol 253 389 405 283 RT Vol 70 121 106 123 Lane Flow Rate 453 660 632 473 Geometry Grp 1 1 1 1 Degree of Util(X) 1.211 1.747 1.673 1.242 Departure Headway(Hd) 14.965 13.178 13.428 14.632 Convergence,Y/N Yes Yes Yes Yes Cap 249 284 278 255 Service Time 12.965 11.178 11.428 12.632 HCM Lane V/C Ratio 1.819 2.324 2.273 1.855 HCM Control Delay 167.5 380.7 349.6 177.6 HCM Lane LOS F F F F HCM 95th-tile Q 14.1 31.2 28.5 15.1 Kittelson&Associates Synchro 11 Report 02/22/2022 Page 1 Queues Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 112 348 157 187 497 154 330 862 191 247 801 104 v/c Ratio 0.57 0.72 0.30 0.58 0.89 0.28 1.04 0.85 0.33 0.85 0.80 0.18 Control Delay 32.1 46.8 6.5 28.1 55.3 10.6 90.7 45.2 8.9 52.0 43.0 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.1 46.8 6.5 28.1 55.3 10.6 90.7 45.2 8.9 52.0 43.0 1.6 Queue Length 50th(ft) 49 230 0 86 343 21 -211 314 16 121 284 0 Queue Length 95th(ft) 87 #352 49 138 #528 70 #395 #402 71 #260 361 9 Internal Link Dist(ft) 5200 1590 5209 816 Turn Bay Length(ft) 115 100 100 115 185 85 295 100 Base Capacity(vph) 208 510 553 367 614 596 317 1070 597 307 1081 602 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.54 0.68 0.28 0.51 0.81 0.26 1.04 0.81 0.32 0.80 0.74 0.17 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. Kittelson&Associates Synchro 11 Report 07/20/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(vph) 109 338 152 181 482 149 320 836 185 240 777 101 Future Volume(vph) 109 338 152 181 482 149 320 836 185 240 777 101 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1710 1782 1530 1710 1800 1530 1710 3320 1515 1710 3353 1530 Flt Permitted 0.17 1.00 1.00 0.25 1.00 1.00 0.15 1.00 1.00 0.13 1.00 1.00 Satd. Flow(perm) 305 1782 1530 456 1800 1530 265 3320 1515 238 3353 1530 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 112 348 157 187 497 154 330 862 191 247 801 104 RTOR Reduction(vph) 0 0 114 0 0 78 0 0 111 0 0 73 Lane Group Flow(vph) 112 348 43 187 497 76 330 862 80 247 801 31 Heavy Vehicles(%) 0% 1% 0% 0% 0% 0% 0% 3% 1% 0% 2% 0% Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 2 8 8 4 4 Actuated Green,G(s) 37.3 29.8 29.8 46.1 34.2 34.2 48.8 33.7 33.7 46.8 32.7 32.7 Effective Green, g(s) 37.3 29.8 29.8 46.1 34.2 34.2 48.8 33.7 33.7 46.8 32.7 32.7 Actuated g/C Ratio 0.34 0.27 0.27 0.42 0.31 0.31 0.45 0.31 0.31 0.43 0.30 0.30 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 200 484 416 328 562 477 317 1021 466 291 1001 456 v/s Ratio Prot 0.04 0.20 c0.06 c0.28 c0.14 0.26 0.11 0.24 v/s Ratio Perm 0.15 0.03 0.18 0.05 c0.32 0.05 0.25 0.02 v/c Ratio 0.56 0.72 0.10 0.57 0.88 0.16 1.04 0.84 0.17 0.85 0.80 0.07 Uniform Delay,d1 27.4 36.1 29.8 22.5 35.8 27.2 27.8 35.4 27.7 24.8 35.4 27.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 2.1 5.4 0.1 1.5 15.7 0.2 61.6 6.8 0.2 19.3 4.9 0.1 Delay(s) 29.6 41.5 30.0 24.0 51.4 27.5 89.4 42.2 27.9 44.0 40.3 27.6 Level of Service C D C C D C F D C D D C Approach Delay(s) 36.4 40.9 51.5 40.0 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 43.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.97 Actuated Cycle Length(s) 109.5 Sum of lost time(s) 20.0 Intersection Capacity Utilization 91.2% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 07/20/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(veh/h) 109 338 152 181 482 149 320 836 185 240 777 101 Future Volume(veh/h) 109 338 152 181 482 149 320 836 185 240 777 101 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1800 1800 1800 1800 1800 1758 1786 1800 1772 1800 Adj Flow Rate,veh/h 112 348 157 187 497 154 330 862 191 247 801 104 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh,% 0 1 0 0 0 0 0 3 1 0 2 0 Cap,vehlh 215 496 424 328 560 474 359 1049 475 315 974 441 Arrive On Green 0.06 0.28 0.28 0.10 0.31 0.31 0.14 0.31 0.31 0.12 0.29 0.29 Sat Flow,vehlh 1714 1786 1525 1714 1800 1525 1714 3340 1514 1714 3367 1525 Grp Volume(v),veh/h 112 348 157 187 497 154 330 862 191 247 801 104 Grp Sat Flow(s),vehlh/In 1714 1786 1525 1714 1800 1525 1714 1670 1514 1714 1683 1525 Q Serve(g_s),s 4.8 18.2 8.6 7.9 27.3 8.0 14.0 24.8 10.3 10.3 23.1 5.4 Cycle Q Clear(g_c),s 4.8 18.2 8.6 7.9 27.3 8.0 14.0 24.8 10.3 10.3 23.1 5.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 215 496 424 328 560 474 359 1049 475 315 974 441 V/C Ratio(X) 0.52 0.70 0.37 0.57 0.89 0.32 0.92 0.82 0.40 0.78 0.82 0.24 Avail Cap(c_a),vehlh 240 516 441 410 641 543 359 1125 510 358 1134 514 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 27.3 33.6 30.2 24.6 34.1 27.4 24.5 32.9 28.0 24.9 34.4 28.2 Incr Delay(d2),s/veh 0.7 4.5 0.8 0.6 13.8 0.6 27.6 5.0 0.8 8.2 4.8 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.0 8.4 3.2 3.2 13.8 2.9 8.1 10.3 3.7 4.7 9.7 2.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 28.1 38.2 31.0 25.2 47.8 28.0 52.2 38.0 28.8 33.1 39.2 28.5 LnGrp LOS C D C C D C D D C C D C Approach Vol,vehlh 617 838 1383 1152 Approach Delay,s/veh 34.5 39.1 40.1 37.0 Approach LOS C D D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 11.5 37.3 20.0 35.0 15.0 33.9 17.4 37.6 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 8.0 37.0 15.0 35.0 15.0 30.0 15.0 35.0 Max Q Clear Time(g_c+ll),s 6.8 29.3 16.0 25.1 9.9 20.2 12.3 26.8 Green Ext Time(p-c),s 0.0 3.0 0.0 5.0 0.1 2.6 0.1 4.8 Intersection Summary HCM 6th Ctrl Delay 38.1 HCM 6th LOS D Kittelson&Associates Synchro 11 Report 07/20/2022 Page 3 Queues Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Total 2025 Before SH16 PM School Peak Hour t , Lane Group EBL EBT WBL WBT NBT SBT Lane Group Flow(vph) 18 549 17 358 243 211 v/c Ratio 0.04 0.70 0.06 0.46 0.60 0.54 Control Delay 8.1 15.7 8.6 11.0 23.0 22.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.1 15.7 8.6 11.0 23.0 22.0 Queue Length 50th(ft) 2 98 2 55 52 45 Queue Length 95th(ft) 13 240 12 139 147 130 Internal Link Dist(ft) 2550 5184 1239 5192 Turn Bay Length(ft) 150 150 Base Capacity(vph) 820 1484 527 1475 841 806 Starvation Cap Reductn 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.02 0.37 0.03 0.24 0.29 0.26 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 16 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 16 428 66 15 285 37 45 156 18 49 131 10 Future Volume(vph) 16 428 66 15 285 37 45 156 18 49 131 10 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 7.0 7.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.98 0.99 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.99 0.99 Satd. Flow(prot) 1710 1764 1710 1754 1762 1729 Flt Permitted 0.54 1.00 0.35 1.00 0.89 0.86 Satd. Flow(perm) 976 1764 628 1754 1576 1511 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 18 476 73 17 317 41 50 173 20 54 146 11 RTOR Reduction(vph) 0 8 0 0 7 0 0 4 0 0 3 0 Lane Group Flow(vph) 18 541 0 17 351 0 0 239 0 0 208 0 Heavy Vehicles(%) 0% 0% 0% 0% 1% 0% 0% 0% 0% 0% 3% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 6 2 8 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 20.6 20.6 20.6 20.6 11.9 11.9 Effective Green, g(s) 20.6 20.6 20.6 20.6 11.9 11.9 Actuated g/C Ratio 0.45 0.45 0.45 0.45 0.26 0.26 Clearance Time(s) 6.0 6.0 6.0 6.0 7.0 7.0 Vehicle Extension(s) 3.5 3.5 3.5 3.5 2.0 2.0 Lane Grp Cap(vph) 441 798 284 794 412 395 v/s Ratio Prot c0.31 0.20 v/s Ratio Perm 0.02 0.03 c0.15 0.14 v/c Ratio 0.04 0.68 0.06 0.44 0.58 0.53 Uniform Delay,d1 6.9 9.8 7.0 8.5 14.6 14.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 2.4 0.1 0.5 1.2 0.6 Delay(s) 7.0 12.2 7.1 9.0 15.9 15.0 Level of Service A B A A B B Approach Delay(s) 12.1 8.9 15.9 15.0 Approach LOS B A B B Intersection Summary HCM 2000 Control Delay 12.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length(s) 45.5 Sum of lost time(s) 13.0 Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 17 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 9: Mcdermott Road & Ustick Road Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 16 428 66 15 285 37 45 156 18 49 131 10 Future Volume(veh/h) 16 428 66 15 285 37 45 156 18 49 131 10 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1786 1800 1800 1800 1800 1800 1758 1800 Adj Flow Rate,veh/h 18 476 73 17 317 41 50 173 20 54 146 11 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 1 0 0 0 0 0 3 0 Cap,vehlh 501 659 101 355 670 87 171 266 28 188 257 17 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.20 0.20 0.20 0.20 0.20 0.20 Sat Flow,vehlh 1040 1524 234 872 1549 200 244 1325 141 302 1280 87 Grp Volume(v),veh/h 18 0 549 17 0 358 243 0 0 211 0 0 Grp Sat Flow(s),vehlh/In 1040 0 1758 872 0 1750 1710 0 0 1670 0 0 Q Serve(g_s),s 0.4 0.0 9.1 0.6 0.0 5.2 0.6 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c),s 5.6 0.0 9.1 9.7 0.0 5.2 4.5 0.0 0.0 3.9 0.0 0.0 Prop In Lane 1.00 0.13 1.00 0.11 0.21 0.08 0.26 0.05 Lane Grp Cap(c),veh/h 501 0 760 355 0 757 466 0 0 463 0 0 V/C Ratio(X) 0.04 0.00 0.72 0.05 0.00 0.47 0.52 0.00 0.00 0.46 0.00 0.00 Avail Cap(c_a),vehlh 1195 0 1933 937 0 1925 1195 0 0 1157 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay(d),s/veh 9.2 0.0 8.3 12.3 0.0 7.2 13.1 0.0 0.0 12.9 0.0 0.0 Incr Delay(d2),s/veh 0.0 0.0 1.6 0.1 0.0 0.6 0.3 0.0 0.0 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.1 0.0 1.8 0.1 0.0 0.9 1.2 0.0 0.0 1.0 0.0 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 9.2 0.0 9.9 12.4 0.0 7.7 13.5 0.0 0.0 13.1 0.0 0.0 LnGrp LOS A A A B A A B A A B A A Approach Vol,vehlh 567 375 243 211 Approach Delay,s/veh 9.9 7.9 13.5 13.1 Approach LOS A A B B Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 21.3 14.1 21.3 14.1 Change Period(Y+Rc),s 6.0 7.0 6.0 7.0 Max Green Setting(Gmax),s 39.0 23.0 39.0 23.0 Max Q Clear Time(g_c+ll),s 11.7 5.9 11.1 6.5 Green Ext Time(p-c),s 2.5 0.6 4.2 0.7 Intersection Summary HCM 6th Ctrl Delay 10.5 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 02/08/2022 Page 18 Queues Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Total 2025II Before SH16 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 26 371 103 502 46 471 97 425 v/c Ratio 0.12 0.72 0.35 0.79 0.16 0.84 0.37 0.68 Control Delay 22.4 46.7 24.8 45.5 21.0 51.7 23.7 39.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.4 46.7 24.8 45.5 21.0 51.7 23.7 39.7 Queue Length 50th(ft) 12 262 50 374 20 345 44 294 Queue Length 95th(ft) 31 406 90 #558 48 #603 87 469 Internal Link Dist(ft) 5184 5184 1203 5198 Turn Bay Length(ft) 75 75 75 75 Base Capacity(vph) 382 640 395 648 450 613 377 632 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.07 0.58 0.26 0.77 0.10 0.77 0.26 0.67 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 19 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 24 308 40 97 369 102 43 338 104 91 368 32 Future Volume(vph) 24 308 40 97 369 102 43 338 104 91 368 32 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.97 1.00 0.96 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1653 1710 1653 1683 1653 1629 1653 1615 Flt Permitted 0.25 1.00 0.28 1.00 0.34 1.00 0.21 1.00 Satd. Flow(perm) 432 1710 482 1683 598 1629 362 1615 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow(vph) 26 328 43 103 393 109 46 360 111 97 391 34 RTOR Reduction(vph) 0 3 0 0 6 0 0 7 0 0 2 0 Lane Group Flow(vph) 26 368 0 103 496 0 46 464 0 97 423 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 4% 0% 0% 7% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G(s) 42.5 39.0 54.1 44.8 47.7 42.4 55.5 46.3 Effective Green,g(s) 42.5 39.0 54.1 44.8 47.7 42.4 55.5 46.3 Actuated g/C Ratio 0.34 0.31 0.44 0.36 0.38 0.34 0.45 0.37 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 182 538 298 608 275 557 258 603 v/s Ratio Prot 0.00 0.22 c0.03 c0.29 0.01 c0.29 c0.03 c0.26 v/s Ratio Perm 0.04 0.12 0.06 0.14 v/c Ratio 0.14 0.68 0.35 0.82 0.17 0.83 0.38 0.70 Uniform Delay,d1 28.6 37.1 23.1 35.8 24.9 37.5 23.3 32.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 3.6 0.3 8.3 0.1 10.4 0.3 3.7 Delay(s) 28.8 40.7 23.4 44.1 25.1 47.9 23.7 36.6 Level of Service C D C D C D C D Approach Delay(s) 39.9 40.6 45.8 34.2 Approach LOS D D D C Intersection Summary HCM 2000 Control Delay 40.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length(s) 123.9 Sum of lost time(s) 24.0 Intersection Capacity Utilization 82.0% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 20 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 24 308 40 97 369 102 43 338 104 91 368 32 Future Volume(veh/h) 24 308 40 97 369 102 43 338 104 91 368 32 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1744 1800 1800 1702 1800 Adj Flow Rate,veh/h 26 328 43 103 393 109 46 360 111 97 391 34 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 0 0 0 0 0 0 0 4 0 0 7 0 Cap,vehlh 176 460 60 294 445 123 255 408 126 225 518 45 Arrive On Green 0.03 0.29 0.29 0.06 0.33 0.33 0.04 0.32 0.32 0.06 0.34 0.34 Sat Flow,vehlh 1714 1559 204 1714 1356 376 1714 1279 394 1714 1543 134 Grp Volume(v),veh/h 26 0 371 103 0 502 46 0 471 97 0 425 Grp Sat Flow(s),vehlh/In 1714 0 1763 1714 0 1732 1714 0 1673 1714 0 1678 Q Serve(g_s),s 0.9 0.0 16.6 3.7 0.0 24.3 1.6 0.0 23.6 3.3 0.0 19.9 Cycle Q Clear(g_c),s 0.9 0.0 16.6 3.7 0.0 24.3 1.6 0.0 23.6 3.3 0.0 19.9 Prop In Lane 1.00 0.12 1.00 0.22 1.00 0.24 1.00 0.08 Lane Grp Cap(c),veh/h 176 0 520 294 0 568 255 0 533 225 0 564 V/C Ratio(X) 0.15 0.00 0.71 0.35 0.00 0.88 0.18 0.00 0.88 0.43 0.00 0.75 Avail Cap(c_a),vehlh 498 0 877 559 0 861 558 0 832 498 0 834 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 23.3 0.0 27.9 21.3 0.0 28.1 20.8 0.0 28.6 21.9 0.0 26.1 Incr Delay(d2),s/veh 0.1 0.0 1.8 0.3 0.0 7.3 0.1 0.0 7.2 0.5 0.0 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.4 0.0 6.7 1.4 0.0 10.3 0.6 0.0 9.7 1.2 0.0 7.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 23.5 0.0 29.7 21.6 0.0 35.5 20.9 0.0 35.8 22.4 0.0 28.3 LnGrp LOS C A C C A D C A D C A C Approach Vol,vehlh 397 605 517 522 Approach Delay,s/veh 29.3 33.1 34.4 27.2 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 8.4 35.0 9.4 35.7 11.3 32.1 10.9 34.2 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+ll),s 2.9 26.3 3.6 21.9 5.7 18.6 5.3 25.6 Green Ext Time(p-c),s 0.0 2.7 0.0 2.4 0.1 2.1 0.1 2.6 Intersection Summary HCM 6th Ctrl Delay 31.2 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 21 HCM 6th TWSC Cole Valley Christian School TIS 11: Owyhee Storm Ave & Site Acess A Total 2025 Before SH16 PM School Peak Hour Intersection Int Delay,s/veh 6.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r Traffic Vol,veh/h 305 0 0 234 0 0 Future Vol,veh/h 305 0 0 234 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop 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 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 339 0 0 260 0 0 Major/Minor Minorl Majorl Conflicting Flow All 130 130 0 0 Stage 1 130 - - - Stage 2 0 - Critical Hdwy 6.4 6.2 Critical Hdwy Stg 1 5.4 - Critical Hdwy Stg 2 - - - Follow-up Hdwy 3.5 3.3 - Pot Cap-1 Maneuver 869 925 Stage 1 901 - Stage 2 - - Platoon blocked, % Mov Cap-1 Maneuver 869 925 Mov Cap-2 Maneuver 869 - Stage 1 901 Stage 2 - Approach WB NB HCM Control Delay,s 11.8 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 Capacity(veh/h) - - 869 HCM Lane V/C Ratio - - 0.39 HCM Control Delay(s) - - 11.8 0 HCM Lane LOS - - B A HCM 95th%tile Q(veh) - - 1.9 - Kittelson&Associates Synchro 11 Report 02/14/2022 Page 1 HCM 6th TWSC Cole Valley Christian School TIS 13: Ersatz Place & Site Access C Total 2025 Before SH16 PM School Peak Hour Intersection Int Delay,s/veh 8.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' Traffic Vol,veh/h 0 351 274 14 18 0 Future Vol,veh/h 0 351 274 14 18 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 - Veh in Median Storage,# 0 0 0 Grade,% 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 390 304 16 20 0 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 644 20 20 0 0 Stage 1 20 - - - - Stage 2 624 - - 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 440 1064 1609 - - Stage 1 1008 - - - Stage 2 538 - - - - Platoon blocked, % - - Mov Cap-1 Maneuver 356 1064 1609 - - Mov Cap-2 Maneuver 356 - - Stage 1 815 - - Stage 2 538 - Approach EB NB SB HCM Control Delay,s 10.3 7.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1609 - 1064 - HCM Lane V/C Ratio 0.189 - 0.367 - HCM Control Delay(s) 7.8 0 10.3 - HCM Lane LOS A A B - HCM 95th%tile Q(veh) 0.7 - 1.7 - - Kittelson&Associates Synchro 11 Report 02/14/2022 Page 2 HCM 6th TWSC Cole Valley Christian School TIS 14: Ersatz Place & Site Access B Total 2025 Before SH16 PM School Peak Hour Intersection Int Delay,s/veh 7.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' Traffic Vol,veh/h 0 18 14 0 0 0 Future Vol,veh/h 0 18 14 0 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 - Veh in Median Storage,# 0 0 0 Grade,% 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 20 16 0 0 0 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 33 1 1 0 0 Stage 1 1 - - - - Stage 2 32 - - 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 986 1090 1635 Stage 1 1028 - - Stage 2 996 - - - Platoon blocked, % Mov Cap-1 Maneuver 976 1090 1635 - Mov Cap-2 Maneuver 976 - - Stage 1 1018 - - Stage 2 996 - Approach EB NB SB HCM Control Delay,s 8.4 7.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1635 - 1090 - HCM Lane V/C Ratio 0.01 - 0.018 - HCM Control Delay(s) 7.2 0 8.4 - HCM Lane LOS A A A - HCM 95th%tile Q(veh) 0 - 0.1 - Kittelson&Associates Synchro 11 Report 02/14/2022 Page 3 Appendix J Year 2025 Total Traffic Operation Worksheets — After SH-16 Queues Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Total 2025 After SH16 AM Peak Hour t , Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 20 946 261 196 747 178 416 33 33 v/c Ratio 0.05 0.60 0.29 0.53 0.37 0.65 0.77 0.20 0.29 Control Delay 10.8 25.2 3.8 14.5 13.8 47.0 16.1 36.2 36.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.8 25.2 3.8 14.5 13.8 47.0 16.1 36.2 36.1 Queue Length 50th(ft) 5 262 0 53 121 105 11 18 9 Queue Length 95th(ft) 18 417 54 110 258 178 121 45 44 Internal Link Dist(ft) 4871 2550 5193 384 Turn Bay Length(ft) 300 450 300 80 80 Base Capacity(vph) 604 1575 890 448 2025 404 636 444 383 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.60 0.29 0.44 0.37 0.44 0.65 0.07 0.09 Intersection Summary Kittelson&Associates Synchro 11 Report 07/20/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(vph) 19 889 245 184 685 17 167 17 374 31 12 19 Future Volume(vph) 19 889 245 184 685 17 167 17 374 31 12 19 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 14 14 12 12 12 12 12 12 12 12 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.86 1.00 0.91 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 3353 1600 1643 3311 1676 1458 1710 1636 Flt Permitted 0.37 1.00 1.00 0.19 1.00 0.37 1.00 1.00 1.00 Satd. Flow(perm) 663 3353 1600 332 3311 654 1458 1800 1636 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow(vph) 20 946 261 196 729 18 178 18 398 33 13 20 RTOR Reduction(vph) 0 0 136 0 1 0 0 348 0 0 19 0 Lane Group Flow(vph) 20 946 125 196 746 0 178 68 0 33 14 0 Heavy Vehicles(%) 0% 2% 2% 11% 3% 0% 2% 0% 6% 0% 0% 0% Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 8 4 Actuated Green, G(s) 55.7 53.7 53.7 72.8 63.8 25.0 14.1 7.7 3.8 Effective Green,g(s) 55.7 53.7 53.7 72.8 63.8 25.0 14.1 7.7 3.8 Actuated g/C Ratio 0.50 0.48 0.48 0.65 0.57 0.22 0.13 0.07 0.03 Clearance Time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 2.0 3.0 3.0 2.0 3.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 349 1610 768 358 1889 276 183 120 55 v/s Ratio Prot 0.00 c0.28 c0.06 0.23 c0.08 0.05 0.01 0.01 v/s Ratio Perm 0.03 0.08 0.30 c0.06 0.01 v/c Ratio 0.06 0.59 0.16 0.55 0.39 0.64 0.37 0.28 0.25 Uniform Delay,d1 14.2 21.0 16.4 11.3 13.3 37.9 44.8 49.4 52.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 1.6 0.5 0.9 0.6 3.8 0.5 0.5 0.9 Delay(s) 14.3 22.6 16.8 12.2 13.9 41.8 45.3 49.9 53.5 Level of Service B C B B B D D D D Approach Delay(s) 21.2 13.6 44.2 51.7 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 24.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length(s) 111.8 Sum of lost time(s) 28.0 Intersection Capacity Utilization 81.4% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 07/20/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(veh/h) 19 889 245 184 685 17 167 17 374 31 12 19 Future Volume(veh/h) 19 889 245 184 685 17 167 17 374 31 12 19 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1772 1843 1711 1758 1800 1772 1800 1716 1800 1800 1800 Adj Flow Rate,veh/h 20 946 261 196 729 18 178 18 398 33 13 20 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 0 2 2 11 3 0 2 0 6 0 0 0 Cap,vehlh 355 1450 672 293 1642 41 396 14 303 114 82 126 Arrive On Green 0.02 0.43 0.43 0.08 0.49 0.49 0.11 0.21 0.21 0.03 0.13 0.13 Sat Flow,vehlh 1714 3367 1562 1630 3331 82 1688 66 1469 1714 639 984 Grp Volume(v),veh/h 20 946 261 196 365 382 178 0 416 33 0 33 Grp Sat Flow(s),vehlh/In 1714 1683 1562 1630 1670 1743 1688 0 1536 1714 0 1623 Q Serve(g_s),s 0.7 24.8 12.7 7.1 15.8 15.8 9.8 0.0 23.0 1.8 0.0 2.0 Cycle Q Clear(g_c),s 0.7 24.8 12.7 7.1 15.8 15.8 9.8 0.0 23.0 1.8 0.0 2.0 Prop In Lane 1.00 1.00 1.00 0.05 1.00 0.96 1.00 0.61 Lane Grp Cap(c),veh/h 355 1450 672 293 823 860 396 0 317 114 0 208 V/C Ratio(X) 0.06 0.65 0.39 0.67 0.44 0.44 0.45 0.00 1.31 0.29 0.00 0.16 Avail Cap(c_a),vehlh 596 1450 672 421 823 860 564 0 317 418 0 335 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 17.3 25.1 21.7 19.6 18.3 18.3 34.9 0.0 44.2 41.3 0.0 43.3 Incr Delay(d2),s/veh 0.0 2.3 1.7 1.0 1.7 1.7 0.3 0.0 161.7 0.5 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.3 9.4 4.7 2.4 5.9 6.1 3.9 0.0 22.5 0.8 0.0 0.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 17.4 27.4 23.4 20.6 20.1 20.0 35.2 0.0 205.9 41.8 0.0 43.4 LnGrp LOS B C C C C B D A F D A D Approach Vol,vehlh 1227 943 594 66 Approach Delay,s/veh 26.4 20.2 154.7 42.6 Approach LOS C C F D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.3 62.0 18.9 21.3 16.3 55.0 10.2 30.0 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 18.0 48.0 23.0 23.0 18.0 48.0 23.0 23.0 Max Q Clear Time(g_c+ll),s 2.7 17.8 11.8 4.0 9.1 26.8 3.8 25.0 Green Ext Time(p-c),s 0.0 4.1 0.2 0.1 0.2 6.8 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 51.6 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. Kittelson&Associates Synchro 11 Report 07/20/2022 Page 3 Queues Cole Valley Christian School TIS 2: Star Road & McMillan Road II Total 2025 After SH16 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 31 132 23 514 2 337 491 330 v/c Ratio 0.19 0.23 0.05 0.85 0.01 0.78 1.02 0.38 Control Delay 24.1 29.8 21.6 39.4 19.5 51.9 72.7 22.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.1 29.8 21.6 39.4 19.5 51.9 72.7 22.8 Queue Length 50th(ft) 13 70 10 262 1 235 -300 158 Queue Length 95th(ft) 36 136 30 #507 6 369 #679 299 Internal Link Dist(ft) 5103 2580 5185 5224 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 359 777 553 765 577 727 481 876 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.17 0.04 0.67 0.00 0.46 1.02 0.38 Intersection Summary - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 07/20/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 28 116 3 21 86 376 2 275 28 442 288 9 Future Volume(vph) 28 116 3 21 86 376 2 275 28 442 288 9 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.88 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1794 1710 1580 1710 1683 1710 1775 Flt Permitted 0.12 1.00 0.67 1.00 0.56 1.00 0.29 1.00 Satd. Flow(perm) 208 1794 1205 1580 1011 1683 517 1775 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 31 129 3 23 96 418 2 306 31 491 320 10 RTOR Reduction(vph) 0 1 0 0 103 0 0 2 0 0 1 0 Lane Group Flow(vph) 31 131 0 23 411 0 2 335 0 491 329 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 6% 0% 0% 1% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 38.3 34.9 37.9 34.7 33.8 33.0 59.1 52.3 Effective Green, g(s) 38.3 34.9 37.9 34.7 33.8 33.0 59.1 52.3 Actuated g/C Ratio 0.33 0.30 0.33 0.30 0.29 0.29 0.51 0.45 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 113 543 410 475 301 482 473 805 v/s Ratio Prot c0.01 0.07 0.00 c0.26 0.00 0.20 c0.18 0.19 v/s Ratio Perm 0.08 0.02 0.00 c0.35 v/c Ratio 0.27 0.24 0.06 0.86 0.01 0.69 1.04 0.41 Uniform Delay,d1 29.3 30.2 26.3 38.0 28.8 36.6 23.0 21.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.5 0.2 0.0 15.0 0.0 4.3 51.6 0.3 Delay(s) 29.8 30.4 26.3 53.1 28.8 40.9 74.5 21.4 Level of Service C C C D C D E C Approach Delay(s) 30.3 51.9 40.9 53.2 Approach LOS C D D D Intersection Summary HCM 2000 Control Delay 48.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.98 Actuated Cycle Length(s) 115.2 Sum of lost time(s) 24.0 Intersection Capacity Utilization 87.2% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 07/20/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 28 116 3 21 86 376 2 275 28 442 288 9 Future Volume(veh/h) 28 116 3 21 86 376 2 275 28 442 288 9 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1716 1800 1800 1786 1800 Adj Flow Rate,veh/h 31 129 3 23 96 418 2 306 31 491 320 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 0 0 0 6 0 0 1 0 Cap,vehlh 146 624 15 495 103 449 312 347 35 400 686 21 Arrive On Green 0.03 0.36 0.36 0.02 0.35 0.35 0.00 0.23 0.23 0.17 0.40 0.40 Sat Flow,vehlh 1714 1752 41 1714 293 1277 1714 1533 155 1714 1722 54 Grp Volume(v),veh/h 31 0 132 23 0 514 2 0 337 491 0 330 Grp Sat Flow(s),vehlh/In 1714 0 1793 1714 0 1570 1714 0 1688 1714 0 1776 Q Serve(g_s),s 1.2 0.0 5.6 0.9 0.0 34.4 0.1 0.0 21.0 19.0 0.0 15.0 Cycle Q Clear(g_c),s 1.2 0.0 5.6 0.9 0.0 34.4 0.1 0.0 21.0 19.0 0.0 15.0 Prop In Lane 1.00 0.02 1.00 0.81 1.00 0.09 1.00 0.03 Lane Grp Cap(c),veh/h 146 0 639 495 0 552 312 0 383 400 0 707 V/C Ratio(X) 0.21 0.00 0.21 0.05 0.00 0.93 0.01 0.00 0.88 1.23 0.00 0.47 Avail Cap(c_a),vehlh 397 0 723 754 0 633 606 0 681 400 0 716 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 27.0 0.0 24.4 21.8 0.0 34.1 32.4 0.0 40.8 27.4 0.0 24.3 Incr Delay(d2),s/veh 0.3 0.0 0.2 0.0 0.0 19.3 0.0 0.0 6.7 122.3 0.0 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.5 0.0 2.3 0.4 0.0 15.1 0.0 0.0 9.0 20.8 0.0 5.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 27.3 0.0 24.6 21.8 0.0 53.4 32.4 0.0 47.4 149.6 0.0 24.8 LnGrp LOS C A C C A D C A D F A C Approach Vol,vehlh 163 537 339 821 Approach Delay,s/veh 25.1 52.1 47.4 99.4 Approach LOS C D D F Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.0 44.3 6.3 49.4 8.5 44.9 25.0 30.7 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 3.2 36.4 2.1 17.0 2.9 7.6 21.0 23.0 Green Ext Time(p-c),s 0.0 1.9 0.0 1.7 0.0 0.6 0.0 1.7 Intersection Summary HCM 6th Ctrl Delay 69.8 HCM 6th LOS E Kittelson&Associates Synchro 11 Report 07/20/2022 Page 3 Queues Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 After SH16 AM Peak Hour t , Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow(vph) 226 435 264 171 157 191 341 119 318 v/c Ratio 0.41 0.86 0.73 0.30 0.27 0.60 0.80 0.41 0.80 Control Delay 21.1 53.5 32.9 33.9 6.4 33.7 54.5 29.1 54.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.1 53.5 32.9 33.9 6.4 33.7 54.5 29.1 54.1 Queue Length 50th(ft) 92 279 111 94 0 97 225 58 197 Queue Length 95th(ft) 186 489 #271 190 52 180 398 116 362 Internal Link Dist(ft) 2580 1230 5196 444 Turn Bay Length(ft) 150 150 200 200 200 Base Capacity(vph) 630 766 402 809 774 397 624 411 617 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.36 0.57 0.66 0.21 0.20 0.48 0.55 0.29 0.52 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 7 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(vph) 203 178 213 238 154 141 172 175 132 107 123 163 Future Volume(vph) 203 178 213 238 154 141 172 175 132 107 123 163 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.92 1.00 1.00 0.85 1.00 0.94 1.00 0.91 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1653 1710 1800 1530 1710 1684 1710 1646 Flt Permitted 0.65 1.00 0.19 1.00 1.00 0.25 1.00 0.30 1.00 Satd. Flow(perm) 1168 1653 345 1800 1530 458 1684 547 1646 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 226 198 237 264 171 157 191 194 147 119 137 181 RTOR Reduction(vph) 0 30 0 0 0 107 0 19 0 0 33 0 Lane Group Flow(vph) 226 405 0 264 171 50 191 322 0 119 285 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 4 Actuated Green,G(s) 47.7 33.2 53.1 35.9 35.9 41.9 28.0 36.9 25.5 Effective Green, g(s) 47.7 33.2 53.1 35.9 35.9 41.9 28.0 36.9 25.5 Actuated g/C Ratio 0.42 0.29 0.47 0.32 0.32 0.37 0.25 0.32 0.22 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 2.0 3.0 3.0 2.0 2.0 3.0 3.0 Lane Grp Cap(vph) 558 482 367 567 482 321 414 293 368 v/s Ratio Prot 0.05 c0.24 c0.11 0.10 c0.07 c0.19 0.04 0.17 v/s Ratio Perm 0.12 c0.23 0.03 0.15 0.09 v/c Ratio 0.41 0.84 0.72 0.30 0.10 0.60 0.78 0.41 0.77 Uniform Delay,d1 22.1 37.8 22.2 29.5 27.6 26.9 40.0 28.6 41.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.5 12.2 5.5 0.3 0.1 2.0 8.2 0.9 9.7 Delay(s) 22.6 50.0 27.8 29.8 27.6 28.8 48.2 29.5 51.2 Level of Service C D C C C C D C D Approach Delay(s) 40.6 28.3 41.2 45.3 Approach LOS D C D D Intersection Summary HCM 2000 Control Delay 38.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length(s) 113.8 Sum of lost time(s) 24.0 Intersection Capacity Utilization 85.0% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 8 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(veh/h) 203 178 213 238 154 141 172 175 132 107 123 163 Future Volume(veh/h) 203 178 213 238 154 141 172 175 132 107 123 163 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 226 198 237 264 171 157 191 194 147 119 137 181 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 0 0 0 0 0 0 0 0 Cap,vehlh 563 223 267 334 562 476 296 247 187 270 159 210 Arrive On Green 0.11 0.30 0.30 0.13 0.31 0.31 0.11 0.26 0.26 0.07 0.23 0.23 Sat Flow,vehlh 1714 746 893 1714 1800 1525 1714 950 720 1714 703 929 Grp Volume(v),veh/h 226 0 435 264 171 157 191 0 341 119 0 318 Grp Sat Flow(s),vehlh/In 1714 0 1639 1714 1800 1525 1714 0 1670 1714 0 1633 Q Serve(g_s),s 8.8 0.0 25.1 10.4 7.1 7.8 8.3 0.0 18.8 5.2 0.0 18.5 Cycle Q Clear(g_c),s 8.8 0.0 25.1 10.4 7.1 7.8 8.3 0.0 18.8 5.2 0.0 18.5 Prop In Lane 1.00 0.54 1.00 1.00 1.00 0.43 1.00 0.57 Lane Grp Cap(c),veh/h 563 0 489 334 562 476 296 0 435 270 0 370 V/C Ratio(X) 0.40 0.00 0.89 0.79 0.30 0.33 0.64 0.00 0.78 0.44 0.00 0.86 Avail Cap(c_a),vehlh 698 0 812 446 891 755 444 0 658 476 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 19.9 0.0 33.1 23.4 25.9 26.1 26.9 0.0 34.0 27.5 0.0 36.8 Incr Delay(d2),s/veh 0.5 0.0 7.0 4.8 0.3 0.4 0.9 0.0 1.7 1.1 0.0 5.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.3 0.0 10.1 4.2 2.9 2.9 3.4 0.0 7.7 2.2 0.0 7.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 20.4 0.0 40.1 28.2 26.2 26.5 27.8 0.0 35.7 28.7 0.0 42.7 LnGrp LOS C A D C C C C A D C A D Approach Vol,vehlh 661 592 532 437 Approach Delay,s/veh 33.4 27.1 32.9 38.9 Approach LOS C C C D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 17.2 36.9 16.5 28.4 18.5 35.5 13.1 31.8 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 49.0 19.0 39.0 19.0 49.0 19.0 39.0 Max Q Clear Time(g_c+I1),s 10.8 9.8 10.3 20.5 12.4 27.1 7.2 20.8 Green Ext Time(p-c),s 0.4 1.4 0.2 1.9 0.2 2.5 0.2 1.3 Intersection Summary HCM 6th Ctrl Delay 32.7 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 9 HCM 6th TWSC Cole Valley Christian School TIS 4: Glassford Ave/Ersatz Place & McMillan Road Total 2025 After SH16 AM Peak Hour Intersection Int Delay,s/veh 73.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'fir t r Traffic Vol,veh/h 68 347 4 25 432 329 11 0 68 251 0 54 Future Vol,veh/h 68 347 4 25 432 329 11 0 68 251 0 54 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 100 - 100 200 - Veh in Median Storage,# - 0 - 0 - 0 - - 0 Grade,% - 0 - 0 - 0 - 0 Peak Hour Factor 90 90 92 92 90 90 92 92 92 90 92 90 Heavy Vehicles, % 0 0 2 2 0 0 2 2 2 0 2 0 Mvmt Flow 76 386 4 27 480 366 12 0 74 279 0 60 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 846 0 0 390 0 0 1287 1440 388 1111 1076 480 Stage 1 - - - - - - 540 540 - 534 534 - Stage 2 - - - 747 900 - 577 542 - Critical Hdwy 4.1 4.12 - - 7.12 6.52 6.22 7.1 6.52 6.2 Critical Hdwy Stg 1 - - - 6.12 5.52 - 6.1 5.52 - Critical Hdwy Stg 2 - - - 6.12 5.52 - 6.1 5.52 - Follow-up Hdwy 2.2 2.218 - 3.518 4.018 3.318 3.5 4.018 3.3 Pot Cap-1 Maneuver 800 1169 - - 141 133 660 -188 219 590 Stage 1 - - - 526 521 - 534 524 - Stage 2 - - - - 405 357 - 506 520 - Platoon blocked, % Mov Cap-1 Maneuver 800 - 1169 115 118 660 -152 194 590 Mov Cap-2 Maneuver - - 115 118 - - 152 194 - Stage 1 - 476 472 483 512 - Stage 2 355 349 407 471 - Approach EB WB NB SB HCM Control Delay,s 1.6 0.3 16.5 $373 HCM LOS C F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity(veh/h) 398 800 - 1169 152 590 HCM Lane V/C Ratio 0.216 0.094 - 0.023 1.835 0.102 HCM Control Delay(s) 16.5 10 - 8.2 $450.7 11.8 HCM Lane LOS C A A F B HCM 95th%tile Q(veh) 0.8 0.3 0.1 20.9 0.3 Notes -:Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon Kittelson&Associates Synchro 11 Report 03/16/2022 Page 1 MOVEMENT SUMMARY Site: 6 [Rustic Oak/ McMillan] Total 2025 After SH 16 AM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Rustic Oak Way 3 L2 3 0.0 0.147 7.5 LOS A 0.6 14.6 0.64 0.64 0.64 33.9 8 T1 8 0.0 0.147 7.5 LOS A 0.6 14.6 0.64 0.64 0.64 33.7 18 R2 80 0.0 0.147 7.5 LOS A 0.6 14.6 0.64 0.64 0.64 32.8 Approach 91 0.0 0.147 7.5 LOS A 0.6 14.6 0.64 0.64 0.64 32.9 East: McMillan Road 1 L2 21 0.0 0.718 12.8 LOS B 9.8 247.0 0.31 0.10 0.31 31.5 6 T1 883 0.0 0.718 12.8 LOS B 9.8 247.0 0.31 0.10 0.31 31.4 16 R2 57 11.0 0.718 13.1 LOS B 9.8 247.0 0.31 0.10 0.31 30.4 Approach 961 0.6 0.718 12.8 LOS B 9.8 247.0 0.31 0.10 0.31 31.4 North: Rustic Oak Way 7 L2 50 0.0 0.100 7.8 LOS A 0.4 9.4 0.65 0.65 0.65 31.5 4 T1 1 0.0 0.100 7.8 LOS A 0.4 9.4 0.65 0.65 0.65 31.5 14 R2 3 0.0 0.100 7.8 LOS A 0.4 9.4 0.65 0.65 0.65 30.7 Approach 54 0.0 0.100 7.8 LOS A 0.4 9.4 0.65 0.65 0.65 31.5 West: McMillan Road 5 L2 12 0.0 0.579 9.5 LOS A 5.2 130.1 0.39 0.20 0.39 33.1 2 T1 721 0.0 0.579 9.5 LOS A 5.2 130.1 0.39 0.20 0.39 33.0 12 R2 9 0.0 0.579 9.5 LOS A 5.2 130.1 0.39 0.20 0.39 32.1 Approach 742 0.0 0.579 9.5 LOS A 5.2 130.1 0.39 0.20 0.39 33.0 All Vehicles 1849 0.3 0.718 11.1 LOS B 9.8 247.0 0.37 0.18 0.37 32.1 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 1 Copyright©2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Monday,January 24,2022 6:29:36 PM Project: Not Saved HCM 6th AWSC Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Total 2025 After SH16 AM Peak Hour Intersection Intersection Delay,s/veh 402.9 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 229 480 71 29 527 37 84 261 69 39 226 248 Future Vol,veh/h 229 480 71 29 527 37 84 261 69 39 226 248 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 Heavy Vehicles, % 0 0 0 4 0 3 0 4 2 0 1 0 Mvmt Flow 252 527 78 32 579 41 92 287 76 43 248 273 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SIB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 620.5 389.3 177.3 269.7 HCM LOS F F F F Lane NBLnl EBLnl WBLnl SBLnl Vol Left, % 20% 29% 5% 8% Vol Thru,% 63% 62% 89% 44% Vol Right, % 17% 9% 6% 48% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 414 780 593 513 LT Vol 84 229 29 39 Through Vol 261 480 527 226 RT Vol 69 71 37 248 Lane Flow Rate 455 857 652 564 Geometry Grp 1 1 1 1 Degree of Util(X) 1.205 2.286 1.745 1.46 Departure Headway(Hd) 18.329 14.329 16.356 16.467 Convergence,Y/N Yes Yes Yes Yes Cap 205 266 228 225 Service Time 16.329 12.329 14.356 14.467 HCM Lane V/C Ratio 2.22 3.222 2.86 2.507 HCM Control Delay 177.3 620.5 389.3 269.7 HCM Lane LOS F F F F HCM 95th-tile Q 12.3 45.2 26 18.9 Kittelson&Associates Synchro 11 Report 02/22/2022 Page 1 Queues Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 92 400 225 211 448 52 228 568 133 116 660 60 v/c Ratio 0.32 0.83 0.46 0.66 0.73 0.09 0.72 0.55 0.24 0.36 0.72 0.13 Control Delay 21.7 52.1 19.3 29.2 40.3 0.3 31.3 31.5 8.4 20.5 38.3 0.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.7 52.1 19.3 29.2 40.3 0.3 31.3 31.5 8.4 20.5 38.3 0.8 Queue Length 50th(ft) 35 253 56 87 269 0 97 167 9 46 215 0 Queue Length 95th(ft) 73 #449 139 157 #489 0 153 234 54 82 287 2 Internal Link Dist(ft) 5200 1590 5209 816 Turn Bay Length(ft) 115 100 100 115 185 85 295 100 Base Capacity(vph) 412 557 546 360 612 600 367 1220 628 436 1199 566 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.22 0.72 0.41 0.59 0.73 0.09 0.62 0.47 0.21 0.27 0.55 0.11 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 12 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(vph) 85 368 207 194 412 48 210 523 122 107 607 55 Future Volume(vph) 85 368 207 194 412 48 210 523 122 107 607 55 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1710 1800 1500 1676 1782 1530 1710 3288 1500 1710 3320 1366 Flt Permitted 0.31 1.00 1.00 0.20 1.00 1.00 0.20 1.00 1.00 0.35 1.00 1.00 Satd. Flow(perm) 560 1800 1500 348 1782 1530 352 3288 1500 637 3320 1366 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 92 400 225 211 448 52 228 568 133 116 660 60 RTOR Reduction(vph) 0 0 86 0 0 34 0 0 79 0 0 44 Lane Group Flow(vph) 92 400 139 211 448 18 228 568 54 116 660 16 Heavy Vehicles(%) 0% 0% 2% 2% 1% 0% 0% 4% 2% 0% 3% 12% Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 2 8 8 4 4 Actuated Green,G(s) 34.5 28.1 28.1 45.7 34.3 34.3 43.3 31.1 31.1 36.3 27.6 27.6 Effective Green, g(s) 34.5 28.1 28.1 45.7 34.3 34.3 43.3 31.1 31.1 36.3 27.6 27.6 Actuated g/C Ratio 0.34 0.28 0.28 0.45 0.34 0.34 0.43 0.31 0.31 0.36 0.27 0.27 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 265 503 419 324 608 522 316 1017 464 322 911 375 v/s Ratio Prot 0.02 0.22 c0.08 c0.25 c0.09 0.17 0.03 0.20 v/s Ratio Perm 0.10 0.09 0.21 0.01 c0.22 0.04 0.10 0.01 v/c Ratio 0.35 0.80 0.33 0.65 0.74 0.03 0.72 0.56 0.12 0.36 0.72 0.04 Uniform Delay,d1 23.5 33.5 28.8 19.8 29.1 22.1 20.6 29.0 24.9 22.2 33.0 26.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.3 8.9 0.6 3.6 4.9 0.0 6.7 0.8 0.2 0.3 3.1 0.1 Delay(s) 23.8 42.5 29.4 23.4 34.1 22.1 27.4 29.8 25.0 22.4 36.1 26.8 Level of Service C D C C C C C C C C D C Approach Delay(s) 36.0 30.0 28.5 33.5 Approach LOS D C C C Intersection Summary HCM 2000 Control Delay 31.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length(s) 100.5 Sum of lost time(s) 20.0 Intersection Capacity Utilization 78.4% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 13 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(veh/h) 85 368 207 194 412 48 210 523 122 107 607 55 Future Volume(veh/h) 85 368 207 194 412 48 210 523 122 107 607 55 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1772 1772 1786 1800 1800 1744 1772 1800 1758 1632 Adj Flow Rate,veh/h 92 400 225 211 448 52 228 568 133 116 660 60 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,% 0 0 2 2 1 0 0 4 2 0 3 12 Cap,vehlh 267 482 402 318 577 493 352 1057 479 336 902 373 Arrive On Green 0.06 0.27 0.27 0.11 0.32 0.32 0.12 0.32 0.32 0.07 0.27 0.27 Sat Flow,vehlh 1714 1800 1502 1688 1786 1525 1714 3313 1502 1714 3340 1383 Grp Volume(v),veh/h 92 400 225 211 448 52 228 568 133 116 660 60 Grp Sat Flow(s),vehlh/In 1714 1800 1502 1688 1786 1525 1714 1657 1502 1714 1670 1383 Q Serve(g_s),s 3.3 17.8 11.0 7.3 19.3 2.0 7.8 12.0 5.6 4.1 15.3 2.8 Cycle Q Clear(g_c),s 3.3 17.8 11.0 7.3 19.3 2.0 7.8 12.0 5.6 4.1 15.3 2.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 267 482 402 318 577 493 352 1057 479 336 902 373 V/C Ratio(X) 0.34 0.83 0.56 0.66 0.78 0.11 0.65 0.54 0.28 0.35 0.73 0.16 Avail Cap(c_a),vehlh 474 634 529 429 629 537 454 1362 617 521 1373 568 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 22.0 29.3 26.8 20.6 26.1 20.2 19.9 23.8 21.7 20.4 28.3 23.7 Incr Delay(d2),s/veh 0.3 8.0 1.7 0.9 6.2 0.1 0.8 0.6 0.4 0.2 1.7 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(50%),veh/In 1.2 8.0 3.9 2.6 8.3 0.7 2.9 4.5 1.9 1.6 5.9 0.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 22.3 37.4 28.6 21.5 32.2 20.3 20.7 24.4 22.1 20.7 29.9 24.0 LnGrp LOS C D C C C C C C C C C C Approach Vol,vehlh 717 711 929 836 Approach Delay,s/veh 32.7 28.2 23.2 28.2 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.7 32.5 14.9 28.0 14.4 27.8 10.8 32.2 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 15.0 30.0 15.0 35.0 15.0 30.0 15.0 35.0 Max Q Clear Time(g_c+I1),s 5.3 21.3 9.8 17.3 9.3 19.8 6.1 14.0 Green Ext Time(p-c),s 0.1 2.3 0.1 5.7 0.1 3.0 0.1 5.7 Intersection Summary HCM 6th Ctrl Delay 27.7 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 14 Queues Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road II Total 2025 After SH16 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 47 472 79 552 40 408 108 312 v/c Ratio 0.22 0.73 0.29 0.85 0.12 0.86 0.40 0.52 Control Delay 22.8 43.3 23.0 49.2 21.7 57.5 25.7 35.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.8 43.3 23.0 49.2 21.7 57.5 25.7 35.9 Queue Length 50th(ft) 20 325 34 398 18 290 51 197 Queue Length 95th(ft) 49 #585 75 #721 42 454 92 308 Internal Link Dist(ft) 7814 5184 1203 5198 Turn Bay Length(ft) 75 75 75 75 Base Capacity(vph) 371 652 395 652 476 626 366 676 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.13 0.72 0.20 0.85 0.08 0.65 0.30 0.46 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 15 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 42 391 34 71 397 100 36 262 105 97 255 26 Future Volume(vph) 42 391 34 71 397 100 36 262 105 97 255 26 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.97 1.00 0.96 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1653 1719 1621 1674 1605 1630 1653 1716 Flt Permitted 0.19 1.00 0.25 1.00 0.49 1.00 0.21 1.00 Satd. Flow(perm) 331 1719 424 1674 820 1630 364 1716 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 47 434 38 79 441 111 40 291 117 108 283 29 RTOR Reduction(vph) 0 2 0 0 6 0 0 10 0 0 2 0 Lane Group Flow(vph) 47 470 0 79 546 0 40 398 0 108 310 0 Heavy Vehicles(%) 0% 0% 0% 2% 0% 4% 3% 3% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G(s) 49.8 44.5 52.6 45.9 40.7 35.6 51.7 41.1 Effective Green,g(s) 49.8 44.5 52.6 45.9 40.7 35.6 51.7 41.1 Actuated g/C Ratio 0.41 0.37 0.43 0.38 0.34 0.29 0.43 0.34 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 193 630 249 632 307 477 267 580 v/s Ratio Prot 0.01 0.27 c0.02 c0.33 0.01 c0.24 c0.04 c0.18 v/s Ratio Perm 0.09 0.12 0.04 0.14 v/c Ratio 0.24 0.75 0.32 0.86 0.13 0.83 0.40 0.53 Uniform Delay,d1 24.7 33.5 22.8 34.9 27.6 40.1 24.2 32.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.2 4.8 0.3 11.8 0.1 11.9 0.4 1.0 Delay(s) 24.9 38.3 23.1 46.7 27.7 52.1 24.6 33.4 Level of Service C D C D C D C C Approach Delay(s) 37.1 43.7 49.9 31.1 Approach LOS D D D C Intersection Summary HCM 2000 Control Delay 40.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length(s) 121.4 Sum of lost time(s) 24.0 Intersection Capacity Utilization 79.6% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 16 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 42 391 34 71 397 100 36 262 105 97 255 26 Future Volume(veh/h) 42 391 34 71 397 100 36 262 105 97 255 26 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1772 1800 1744 1758 1758 1800 1800 1800 1800 Adj Flow Rate,veh/h 47 434 38 79 441 111 40 291 117 108 283 29 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 2 0 4 3 3 0 0 0 0 Cap,vehlh 192 563 49 259 492 124 307 333 134 234 494 51 Arrive On Green 0.04 0.35 0.35 0.05 0.35 0.35 0.04 0.28 0.28 0.06 0.31 0.31 Sat Flow,vehlh 1714 1631 143 1688 1388 349 1674 1192 479 1714 1606 165 Grp Volume(v),veh/h 47 0 472 79 0 552 40 0 408 108 0 312 Grp Sat Flow(s),vehlh/In 1714 0 1774 1688 0 1737 1674 0 1672 1714 0 1770 Q Serve(g_s),s 1.6 0.0 21.5 2.7 0.0 27.3 1.5 0.0 21.1 4.0 0.0 13.4 Cycle Q Clear(g_c),s 1.6 0.0 21.5 2.7 0.0 27.3 1.5 0.0 21.1 4.0 0.0 13.4 Prop In Lane 1.00 0.08 1.00 0.20 1.00 0.29 1.00 0.09 Lane Grp Cap(c),veh/h 192 0 612 259 0 616 307 0 467 234 0 544 V/C Ratio(X) 0.25 0.00 0.77 0.30 0.00 0.90 0.13 0.00 0.87 0.46 0.00 0.57 Avail Cap(c_a),vehlh 486 0 861 533 0 843 599 0 812 486 0 859 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 21.8 0.0 26.5 20.3 0.0 27.7 22.5 0.0 31.1 23.7 0.0 26.4 Incr Delay(d2),s/veh 0.2 0.0 2.8 0.2 0.0 9.6 0.1 0.0 5.3 0.5 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 0.0 8.8 1.0 0.0 11.9 0.6 0.0 8.5 1.5 0.0 5.4 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 22.0 0.0 29.3 20.6 0.0 37.3 22.6 0.0 36.4 24.2 0.0 27.3 LnGrp LOS C A C C A D C A D C A C Approach Vol,vehlh 519 631 448 420 Approach Delay,s/veh 28.6 35.2 35.2 26.5 Approach LOS C D D C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.5 38.1 9.2 33.9 10.3 37.3 11.7 31.3 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 3.6 29.3 3.5 15.4 4.7 23.5 6.0 23.1 Green Ext Time(p-c),s 0.0 2.9 0.0 1.7 0.1 2.6 0.1 2.3 Intersection Summary HCM 6th Ctrl Delay 31.7 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 17 HCM 6th TWSC Cole Valley Christian School TIS 11: Owyhee Storm Ave & Site Acess A Total 2025 After SH16 AM Peak Hour Intersection Int Delay,s/veh 7.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r Traffic Vol,veh/h 393 0 0 519 0 0 Future Vol,veh/h 393 0 0 519 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop 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 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 437 0 0 577 0 0 Major/Minor Minorl Majorl Conflicting Flow All 289 289 0 0 Stage 1 289 - - - Stage 2 0 - Critical Hdwy 6.4 6.2 Critical Hdwy Stg 1 5.4 - Critical Hdwy Stg 2 - - - Follow-up Hdwy 3.5 3.3 - Pot Cap-1 Maneuver 706 755 Stage 1 765 - Stage 2 - - Platoon blocked, % Mov Cap-1 Maneuver 706 755 - Mov Cap-2 Maneuver 706 - Stage 1 765 - Stage 2 - Approach WB NB HCM Control Delay,s 18 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 Capacity(veh/h) - - 706 HCM Lane V/C Ratio - - 0.619 HCM Control Delay(s) - - 18 0 HCM Lane LOS - - C A HCM 95th%tile Q(veh) - - 4.3 - Kittelson&Associates Synchro 11 Report 02/14/2022 Page 1 HCM 6th TWSC Cole Valley Christian School TIS 13: Ersatz Place & Site Access C Total 2025 After SH16 AM Peak Hour Intersection Int Delay,s/veh 8.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' Traffic Vol,veh/h 0 290 377 20 15 0 Future Vol,veh/h 0 290 377 20 15 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 - Veh in Median Storage,# 0 0 0 Grade,% 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 322 419 22 17 0 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 877 17 17 0 0 Stage 1 17 - - - - Stage 2 860 - - 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 322 1068 1613 - - Stage 1 1011 - - - Stage 2 418 - - - - Platoon blocked, % - - Mov Cap-1 Maneuver 237 1068 1613 - - Mov Cap-2 Maneuver 237 - - Stage 1 745 - - Stage 2 418 - Approach EB NB SB HCM Control Delay,s 9.8 7.6 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1613 - 1068 - HCM Lane V/C Ratio 0.26 - 0.302 - HCM Control Delay(s) 8 0 9.8 - HCM Lane LOS A A A - HCM 95th%tile Q(veh) 1 - 1.3 - Kittelson&Associates Synchro 11 Report 02/14/2022 Page 2 HCM 6th TWSC Cole Valley Christian School TIS 14: Ersatz Place & Site Access B Total 2025 After SH16 AM Peak Hour Intersection Int Delay,s/veh 7.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' Traffic Vol,veh/h 0 15 20 0 0 0 Future Vol,veh/h 0 15 20 0 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 - Veh in Median Storage,# 0 0 0 Grade,% 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 17 22 0 0 0 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 45 1 1 0 0 Stage 1 1 - - - - Stage 2 44 - - 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 970 1090 1635 Stage 1 1028 - - Stage 2 984 - - - Platoon blocked, % Mov Cap-1 Maneuver 957 1090 1635 - Mov Cap-2 Maneuver 957 - - Stage 1 1015 - - Stage 2 984 - Approach EB NB SB HCM Control Delay,s 8.4 7.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1635 - 1090 - HCM Lane V/C Ratio 0.014 - 0.015 - HCM Control Delay(s) 7.2 0 8.4 - HCM Lane LOS A A A - HCM 95th%tile Q(veh) 0 - 0 - - Kittelson&Associates Synchro 11 Report 02/14/2022 Page 3 Queues Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Total 2025 After SH16 PM School Peak Hour t Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 24 984 215 246 1298 232 328 33 47 v/c Ratio 0.10 0.54 0.24 0.58 0.60 0.90 0.72 0.29 0.50 Control Delay 12.3 27.7 3.6 15.2 19.6 92.1 20.9 54.9 59.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 12.3 27.7 3.6 15.2 19.6 92.1 20.9 54.9 59.7 Queue Length 50th(ft) 8 366 0 92 453 219 43 27 24 Queue Length 95th(ft) 20 503 50 139 564 #343 158 57 68 Internal Link Dist(ft) 4871 2550 5193 384 Turn Bay Length(ft) 300 450 300 80 80 Base Capacity(vph) 257 1822 897 474 2181 273 538 271 336 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.54 0.24 0.52 0.60 0.85 0.61 0.12 0.14 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 07/20/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Total 2025 After SH16 PM School Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(vph) 22 905 198 226 1169 25 213 28 274 30 21 22 Future Volume(vph) 22 905 198 226 1169 25 213 28 274 30 21 22 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 14 14 12 12 12 12 12 12 12 12 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.86 1.00 0.92 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 3353 1470 1806 3341 1569 1524 1598 1541 Flt Permitted 0.18 1.00 1.00 0.20 1.00 0.35 1.00 0.62 1.00 Satd. Flow(perm) 316 3353 1470 373 3341 573 1524 1051 1541 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 24 984 215 246 1271 27 232 30 298 33 23 24 RTOR Reduction(vph) 0 0 100 0 1 0 0 243 0 0 23 0 Lane Group Flow(vph) 24 984 115 246 1297 0 232 85 0 33 24 0 Heavy Vehicles(%) 0% 2% 11% 1% 2% 4% 9% 12% 1% 7% 16% 0% Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 8 4 Actuated Green, G(s) 88.9 85.5 85.5 110.6 100.2 35.4 22.2 12.6 6.4 Effective Green,g(s) 88.9 85.5 85.5 110.6 100.2 35.4 22.2 12.6 6.4 Actuated g/C Ratio 0.56 0.53 0.53 0.69 0.63 0.22 0.14 0.08 0.04 Clearance Time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 2.0 3.0 3.0 2.0 3.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 205 1791 785 419 2092 263 211 103 61 v/s Ratio Prot 0.00 0.29 c0.07 c0.39 c0.12 0.06 0.01 0.02 v/s Ratio Perm 0.06 0.08 0.34 c0.07 0.01 v/c Ratio 0.12 0.55 0.15 0.59 0.62 0.88 0.40 0.32 0.39 Uniform Delay,d1 16.8 24.6 18.8 13.9 18.3 57.1 62.9 69.3 74.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 1.2 0.4 1.4 0.6 26.7 0.5 0.7 1.5 Delay(s) 16.9 25.8 19.2 15.3 18.8 83.8 63.3 70.0 76.4 Level of Service B C B B B F E E E Approach Delay(s) 24.4 18.3 71.8 73.8 Approach LOS C B E E Intersection Summary HCM 2000 Control Delay 30.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length(s) 160.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 83.4% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 07/20/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Total 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(veh/h) 22 905 198 226 1169 25 213 28 274 30 21 22 Future Volume(veh/h) 22 905 198 226 1169 25 213 28 274 30 21 22 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1772 1711 1857 1772 1744 1674 1632 1786 1702 1575 1800 Adj Flow Rate,veh/h 24 984 215 246 1271 27 232 30 298 33 23 24 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,% 0 2 11 1 2 4 9 12 1 7 16 0 Cap,vehlh 103 1061 457 266 1385 29 345 26 263 84 63 65 Arrive On Green 0.02 0.32 0.32 0.12 0.41 0.41 0.14 0.21 0.21 0.02 0.09 0.09 Sat Flow,vehlh 1714 3367 1450 1769 3371 72 1594 128 1274 1621 706 737 Grp Volume(v),veh/h 24 984 215 246 634 664 232 0 328 33 0 47 Grp Sat Flow(s),vehlh/In 1714 1683 1450 1769 1683 1759 1594 0 1402 1621 0 1443 Q Serve(g_s),s 1.5 45.3 19.1 16.5 57.0 57.1 20.6 0.0 33.0 3.0 0.0 4.9 Cycle Q Clear(g_c),s 1.5 45.3 19.1 16.5 57.0 57.1 20.6 0.0 33.0 3.0 0.0 4.9 Prop In Lane 1.00 1.00 1.00 0.04 1.00 0.91 1.00 0.51 Lane Grp Cap(c),veh/h 103 1061 457 266 692 723 345 0 289 84 0 128 V/C Ratio(X) 0.23 0.93 0.47 0.92 0.92 0.92 0.67 0.00 1.13 0.39 0.00 0.37 Avail Cap(c_a),vehlh 154 1115 480 315 715 748 349 0 289 278 0 298 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 41.6 53.0 44.1 45.6 44.6 44.6 53.9 0.0 63.5 64.9 0.0 68.7 Incr Delay(d2),s/veh 0.4 14.9 3.4 27.2 16.5 16.0 4.0 0.0 94.1 1.1 0.0 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 20.6 7.2 8.9 25.7 26.8 8.5 0.0 19.0 1.3 0.0 1.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 42.0 67.9 47.5 72.8 61.0 60.6 57.9 0.0 157.6 66.0 0.0 69.3 LnGrp LOS D E D E E E E A F E A E Approach Vol,vehlh 1223 1544 560 80 Approach Delay,s/veh 63.8 62.7 116.3 68.0 Approach LOS E E F E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 10.3 72.7 29.7 21.2 25.6 57.4 10.8 40.0 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 8.0 68.0 23.0 33.0 23.0 53.0 23.0 33.0 Max Q Clear Time(g_c+I1),s 3.5 59.1 22.6 6.9 18.5 47.3 5.0 35.0 Green Ext Time(p-c),s 0.0 4.8 0.0 0.1 0.1 3.2 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 72.1 HCM 6th LOS E Kittelson&Associates Synchro 11 Report 07/20/2022 Page 3 Queues Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 13 70 24 570 1 312 230 226 v/c Ratio 0.07 0.10 0.04 0.78 0.00 0.81 0.59 0.31 Control Delay 20.5 25.2 19.7 32.1 20.0 56.6 26.4 23.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 20.5 25.2 19.7 32.1 20.0 56.6 26.4 23.3 Queue Length 50th(ft) 5 27 9 244 0 196 93 90 Queue Length 95th(ft) 19 77 29 #596 4 333 175 199 Internal Link Dist(ft) 5103 2580 5185 5224 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 359 749 650 738 553 717 422 780 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.04 0.09 0.04 0.77 0.00 0.44 0.55 0.29 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 07/20/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 After SH16 PM School Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 12 62 1 22 102 411 1 254 27 207 196 7 Future Volume(vph) 12 62 1 22 102 411 1 254 27 207 196 7 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.88 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1569 1796 1710 1577 1710 1712 1660 1724 Flt Permitted 0.17 1.00 0.71 1.00 0.62 1.00 0.27 1.00 Satd. Flow(perm) 285 1796 1275 1577 1111 1712 479 1724 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 13 69 1 24 113 457 1 282 30 230 218 8 RTOR Reduction(vph) 0 0 0 0 85 0 0 3 0 0 1 0 Lane Group Flow(vph) 13 70 0 24 485 0 1 309 0 230 225 0 Heavy Vehicles(%) 9% 0% 0% 0% 2% 0% 0% 4% 0% 3% 4% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 46.1 44.1 46.5 44.3 30.0 29.2 52.1 45.3 Effective Green, g(s) 46.1 44.1 46.5 44.3 30.0 29.2 52.1 45.3 Actuated g/C Ratio 0.40 0.38 0.40 0.38 0.26 0.25 0.45 0.39 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 134 680 517 600 290 429 385 670 v/s Ratio Prot c0.00 0.04 0.00 c0.31 0.00 c0.18 c0.09 0.13 v/s Ratio Perm 0.04 0.02 0.00 0.18 v/c Ratio 0.10 0.10 0.05 0.81 0.00 0.72 0.60 0.34 Uniform Delay,d1 24.6 23.4 21.3 32.3 32.1 39.9 22.5 25.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 0.0 7.9 0.0 5.9 1.7 0.3 Delay(s) 24.8 23.4 21.3 40.1 32.1 45.7 24.1 25.3 Level of Service C C C D C D C C Approach Delay(s) 23.6 39.4 45.7 24.7 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 35.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length(s) 116.4 Sum of lost time(s) 24.0 Intersection Capacity Utilization 75.3% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 07/20/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 After SH16 PM School Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 12 62 1 22 102 411 1 254 27 207 196 7 Future Volume(veh/h) 12 62 1 22 102 411 1 254 27 207 196 7 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1674 1800 1800 1800 1772 1800 1800 1744 1800 1758 1744 1800 Adj Flow Rate,veh/h 13 69 1 24 113 457 1 282 30 230 218 8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 9 0 0 0 2 0 0 4 0 3 4 0 Cap,vehlh 135 685 10 607 122 492 327 330 35 324 562 21 Arrive On Green 0.02 0.39 0.39 0.02 0.40 0.40 0.00 0.21 0.21 0.12 0.34 0.34 Sat Flow,vehlh 1594 1770 26 1714 307 1241 1714 1549 165 1674 1671 61 Grp Volume(v),veh/h 13 0 70 24 0 570 1 0 312 230 0 226 Grp Sat Flow(s),vehlh/In 1594 0 1795 1714 0 1548 1714 0 1714 1674 0 1733 Q Serve(g_s),s 0.5 0.0 2.4 0.8 0.0 33.6 0.0 0.0 16.8 9.8 0.0 9.5 Cycle Q Clear(g_c),s 0.5 0.0 2.4 0.8 0.0 33.6 0.0 0.0 16.8 9.8 0.0 9.5 Prop In Lane 1.00 0.01 1.00 0.80 1.00 0.10 1.00 0.04 Lane Grp Cap(c),veh/h 135 0 695 607 0 614 327 0 365 324 0 582 V/C Ratio(X) 0.10 0.00 0.10 0.04 0.00 0.93 0.00 0.00 0.86 0.71 0.00 0.39 Avail Cap(c_a),vehlh 427 0 826 905 0 712 665 0 788 448 0 797 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 22.9 0.0 18.7 16.8 0.0 27.6 29.6 0.0 36.2 25.1 0.0 24.3 Incr Delay(d2),s/veh 0.1 0.0 0.1 0.0 0.0 17.1 0.0 0.0 5.8 1.4 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.2 0.0 0.9 0.3 0.0 14.0 0.0 0.0 7.1 3.7 0.0 3.7 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 23.0 0.0 18.8 16.8 0.0 44.7 29.6 0.0 42.0 26.6 0.0 24.7 LnGrp LOS C A B B A D C A D C A C Approach Vol,vehlh 83 594 313 456 Approach Delay,s/veh 19.4 43.6 42.0 25.6 Approach LOS B D D C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 7.5 43.9 6.1 38.2 8.4 43.0 17.9 26.4 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 2.5 35.6 2.0 11.5 2.8 4.4 11.8 18.8 Green Ext Time(p-c),s 0.0 2.3 0.0 1.1 0.0 0.3 0.2 1.6 Intersection Summary HCM 6th Ctrl Delay 36.2 HCM 6th LOS D Kittelson&Associates Synchro 11 Report 07/20/2022 Page 3 Queues Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 After SH16 PM School Peak Hour t Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow(vph) 128 199 76 196 88 227 351 116 307 v/c Ratio 0.32 0.44 0.21 0.59 0.23 0.55 0.72 0.32 0.74 Control Delay 21.1 30.0 20.5 41.3 6.2 20.1 32.4 17.1 38.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 21.1 30.0 20.5 41.3 6.2 20.1 32.4 17.1 38.0 Queue Length 50th(ft) 41 77 24 91 0 68 131 32 122 Queue Length 95th(ft) 103 181 66 205 30 147 281 79 269 Internal Link Dist(ft) 2580 1230 5196 444 Turn Bay Length(ft) 150 150 200 200 200 Base Capacity(vph) 524 1026 571 1085 974 528 818 554 819 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.24 0.19 0.13 0.18 0.09 0.43 0.43 0.21 0.37 Intersection Summary Kittelson&Associates Synchro 11 Report 02/08/2022 Page 7 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 After SH16 PM School Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(vph) 115 106 73 68 176 79 204 105 211 104 118 158 Future Volume(vph) 115 106 73 68 176 79 204 105 211 104 118 158 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.94 1.00 1.00 0.85 1.00 0.90 1.00 0.91 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1670 1710 1782 1530 1710 1620 1710 1645 Flt Permitted 0.44 1.00 0.63 1.00 1.00 0.31 1.00 0.39 1.00 Satd. Flow(perm) 795 1670 1139 1782 1530 550 1620 704 1645 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 128 118 81 76 196 88 227 117 234 116 131 176 RTOR Reduction(vph) 0 18 0 0 0 70 0 47 0 0 34 0 Lane Group Flow(vph) 128 181 0 76 196 18 227 304 0 116 273 0 Heavy Vehicles(%) 0% 2% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 4 Actuated Green,G(s) 32.4 21.8 23.6 17.4 17.4 36.0 22.9 29.4 19.6 Effective Green, g(s) 32.4 21.8 23.6 17.4 17.4 36.0 22.9 29.4 19.6 Actuated g/C Ratio 0.38 0.26 0.28 0.21 0.21 0.43 0.27 0.35 0.23 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 2.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 418 429 359 366 314 413 437 360 380 v/s Ratio Prot c0.04 c0.11 0.02 c0.11 c0.08 c0.19 0.04 0.17 v/s Ratio Perm 0.08 0.04 0.01 0.15 0.07 v/c Ratio 0.31 0.42 0.21 0.54 0.06 0.55 0.69 0.32 0.72 Uniform Delay,d1 17.7 26.2 23.1 30.0 27.1 17.0 27.8 19.6 30.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.4 0.7 0.1 1.5 0.1 1.5 4.7 0.5 6.4 Delay(s) 18.2 26.9 23.2 31.6 27.1 18.5 32.5 20.1 36.4 Level of Service B C C C C B C C D Approach Delay(s) 23.5 28.7 27.0 31.9 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 27.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length(s) 84.7 Sum of lost time(s) 24.0 Intersection Capacity Utilization 65.2% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 8 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 After SH16 PM School Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(veh/h) 115 106 73 68 176 79 204 105 211 104 118 158 Future Volume(veh/h) 115 106 73 68 176 79 204 105 211 104 118 158 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1772 1800 1800 1786 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 128 118 81 76 196 88 227 117 234 116 131 176 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 2 0 0 1 0 0 0 0 0 0 0 Cap,vehlh 314 179 123 294 276 236 440 170 340 370 166 223 Arrive On Green 0.09 0.18 0.18 0.06 0.15 0.15 0.15 0.32 0.32 0.07 0.24 0.24 Sat Flow,vehlh 1714 979 672 1714 1786 1525 1714 536 1071 1714 696 935 Grp Volume(v),veh/h 128 0 199 76 196 88 227 0 351 116 0 307 Grp Sat Flow(s),vehlh/In 1714 0 1651 1714 1786 1525 1714 0 1607 1714 0 1632 Q Serve(g_s),s 4.0 0.0 7.3 2.4 6.8 3.4 5.9 0.0 12.4 3.3 0.0 11.5 Cycle Q Clear(g_c),s 4.0 0.0 7.3 2.4 6.8 3.4 5.9 0.0 12.4 3.3 0.0 11.5 Prop In Lane 1.00 0.41 1.00 1.00 1.00 0.67 1.00 0.57 Lane Grp Cap(c),veh/h 314 0 302 294 276 236 440 0 511 370 0 388 V/C Ratio(X) 0.41 0.00 0.66 0.26 0.71 0.37 0.52 0.00 0.69 0.31 0.00 0.79 Avail Cap(c_a),vehlh 666 0 1241 696 1342 1146 677 0 961 743 0 976 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 20.7 0.0 24.7 21.4 26.2 24.7 14.7 0.0 19.4 17.0 0.0 23.3 Incr Delay(d2),s/veh 0.9 0.0 2.4 0.2 3.4 1.0 0.9 0.0 1.7 0.5 0.0 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.4 0.0 2.7 0.8 2.8 1.2 2.1 0.0 4.5 1.2 0.0 4.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 21.6 0.0 27.2 21.6 29.6 25.7 15.6 0.0 21.1 17.5 0.0 26.9 LnGrp LOS C A C C C C B A C B A C Approach Vol,vehlh 327 360 578 423 Approach Delay,s/veh 25.0 26.9 18.9 24.4 Approach LOS C C B C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 11.6 16.1 16.0 21.5 9.7 17.9 10.8 26.7 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 49.0 19.0 39.0 19.0 49.0 19.0 39.0 Max Q Clear Time(g_c+I1),s 6.0 8.8 7.9 13.5 4.4 9.3 5.3 14.4 Green Ext Time(p-c),s 0.2 1.3 0.5 2.0 0.1 1.1 0.2 2.4 Intersection Summary HCM 6th Ctrl Delay 23.2 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 9 HCM 6th TWSC Cole Valley Christian School TIS 4: Glassford Ave/Ersatz Place & McMillan Road Total 2025 After SH16 PM School Peak Hour Intersection Int Delay,s/veh 58.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 'fir t r Traffic Vol,veh/h 38 385 12 83 285 185 7 0 44 242 0 52 Future Vol,veh/h 38 385 12 83 285 185 7 0 44 242 0 52 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 100 - 100 200 - Veh in Median Storage,# - 0 - 0 - 0 - - 0 Grade,% - 0 - 0 - 0 - 0 Peak Hour Factor 90 90 92 92 90 90 92 92 92 90 92 90 Heavy Vehicles, % 0 2 2 2 1 0 2 2 2 0 2 0 Mvmt Flow 42 428 13 90 317 206 8 0 48 269 0 58 Major/Minor Majorl Major2 Minorl Minor2 Conflicting Flow All 523 0 0 441 0 0 1148 1222 435 1040 1022 317 Stage 1 - - - - - - 519 519 - 497 497 - Stage 2 - - - 629 703 - 543 525 - Critical Hdwy 4.1 4.12 - - 7.12 6.52 6.22 7.1 6.52 6.2 Critical Hdwy Stg 1 - - - 6.12 5.52 - 6.1 5.52 - Critical Hdwy Stg 2 - - - 6.12 5.52 - 6.1 5.52 - Follow-up Hdwy 2.2 2.218 - 3.518 4.018 3.318 3.5 4.018 3.3 Pot Cap-1 Maneuver 1054 1119 - - 176 180 621 -210 236 728 Stage 1 - - - 540 533 - 559 545 - Stage 2 - - - - 470 440 - 528 529 - Platoon blocked, % Mov Cap-1 Maneuver 1054 - 1119 147 159 621 -176 208 728 Mov Cap-2 Maneuver - - 147 159 - - 176 208 - Stage 1 - 518 512 537 501 - Stage 2 398 405 468 508 - Approach EB WB NB SIB HCM Control Delay,s 0.7 1.3 14.6 258.7 HCM LOS B F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity(veh/h) 430 1054 - 1119 - 176 728 HCM Lane V/C Ratio 0.129 0.04 0.081 1.528 0.079 HCM Control Delay(s) 14.6 8.6 - 8.5 - $312 10.4 HCM Lane LOS B A A F B HCM 95th%tile Q(veh) 0.4 0.1 0.3 17.4 0.3 Notes -:Volume exceeds capacity $: Delay exceeds 300s +:Computation Not Defined *:All major volume in platoon Kittelson&Associates Synchro 11 Report 03/16/2022 Page 1 MOVEMENT SUMMARY Site: 6 [Rustic Oak/ McMillan] Total 2025 After SH16 PM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Rustic Oak Way 3 L2 1 0.0 0.069 6.5 LOS A 0.3 6.6 0.61 0.57 0.61 34.5 8 T1 8 0.0 0.069 6.5 LOS A 0.3 6.6 0.61 0.57 0.61 34.3 18 R2 34 0.0 0.069 6.5 LOS A 0.3 6.6 0.61 0.57 0.61 33.4 Approach 43 0.0 0.069 6.5 LOS A 0.3 6.6 0.61 0.57 0.61 33.6 East: McMillan Road 1 L2 36 0.0 0.495 7.8 LOS A 3.9 98.8 0.18 0.06 0.18 33.8 6 T1 581 1.0 0.495 7.8 LOS A 3.9 98.8 0.18 0.06 0.18 33.7 16 R2 42 3.0 0.495 7.8 LOS A 3.9 98.8 0.18 0.06 0.18 32.7 Approach 659 1.1 0.495 7.8 LOS A 3.9 98.8 0.18 0.06 0.18 33.6 North: Rustic Oak Way 7 L2 44 0.0 0.071 5.7 LOS A 0.3 7.1 0.57 0.50 0.57 32.7 4 T1 3 0.0 0.071 5.7 LOS A 0.3 7.1 0.57 0.50 0.57 32.6 14 R2 4 0.0 0.071 5.7 LOS A 0.3 7.1 0.57 0.50 0.57 31.7 Approach 52 0.0 0.071 5.7 LOS A 0.3 7.1 0.57 0.50 0.57 32.6 West: McMillan Road 5 L2 13 15.0 0.574 9.9 LOS A 5.0 125.4 0.42 0.22 0.42 32.6 2 T1 706 0.0 0.574 9.5 LOS A 5.0 125.4 0.42 0.22 0.42 33.0 12 R2 7 0.0 0.574 9.5 LOS A 5.0 125.4 0.42 0.22 0.42 32.1 Approach 726 0.3 0.574 9.5 LOS A 5.0 125.4 0.42 0.22 0.42 33.0 All Vehicles 1480 0.6 0.574 8.5 LOS A 5.0 125.4 0.32 0.17 0.32 33.2 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 1 Copyright©2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Monday,January 24,2022 6:31:26 PM Project: Not Saved HCM 6th AWSC Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Total 2025 After SH16 PM School Peak Hour Intersection Intersection Delay,s/veh 289.9 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol,veh/h 188 389 67 96 406 106 80 267 70 48 288 125 Future Vol,veh/h 188 389 67 96 406 106 80 267 70 48 288 125 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles, % 0 1 0 0 1 0 4 5 0 0 7 0 Mvmt Flow 196 405 70 100 423 110 83 278 73 50 300 130 Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 398.4 350.9 149.9 184.3 HCM LOS F F F F Lane NBLnl EBLn1 WBLn1 SBLn1 Vol Left, % 19% 29% 16% 10% Vol Thru,% 64% 60% 67% 62% Vol Right, % 17% 10% 17% 27% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 417 644 608 461 LT Vol 80 188 96 48 Through Vol 267 389 406 288 RT Vol 70 67 106 125 Lane Flow Rate 434 671 633 480 Geometry Grp 1 1 1 1 Degree of Util(X) 1.159 1.788 1.676 1.261 Departure Headway(Hd) 15.192 13.136 13.431 14.504 Convergence,Y/N Yes Yes Yes Yes Cap 243 282 279 255 Service Time 13.192 11.136 11.431 12.504 HCM Lane V/C Ratio 1.786 2.379 2.269 1.882 HCM Control Delay 149.9 398.4 350.9 184.3 HCM Lane LOS F F F F HCM 95th-tile Q 12.8 32.6 28.5 15.6 Kittelson&Associates Synchro 11 Report 02/22/2022 Page 1 Queues Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Total 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow(vph) 112 348 157 187 498 154 330 862 191 247 801 104 v/c Ratio 0.54 0.74 0.32 0.58 0.94 0.29 1.03 0.84 0.35 0.84 0.80 0.19 Control Delay 30.7 48.3 13.1 28.4 66.8 11.5 87.4 44.0 14.6 49.5 42.0 5.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 30.7 48.3 13.1 28.4 66.8 11.5 87.4 44.0 14.6 49.5 42.0 5.5 Queue Length 50th(ft) 49 230 24 86 349 21 -192 298 40 111 269 0 Queue Length 95th(ft) 87 #352 80 138 #586 75 #393 #402 103 #257 361 34 Internal Link Dist(ft) 5200 1590 5209 816 Turn Bay Length(ft) 115 100 100 115 185 85 295 100 Base Capacity(vph) 301 494 506 365 527 529 320 1074 567 310 1085 572 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.37 0.70 0.31 0.51 0.94 0.29 1.03 0.80 0.34 0.80 0.74 0.18 Intersection Summary - Volume exceeds capacity,queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 12 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Total 2025 After SH16 PM School Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(vph) 109 338 152 181 483 149 320 836 185 240 777 101 Future Volume(vph) 109 338 152 181 483 149 320 836 185 240 777 101 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 1710 1782 1530 1710 1800 1530 1710 3320 1515 1710 3353 1530 Flt Permitted 0.14 1.00 1.00 0.26 1.00 1.00 0.15 1.00 1.00 0.14 1.00 1.00 Satd. Flow(perm) 249 1782 1530 460 1800 1530 269 3320 1515 245 3353 1530 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow(vph) 112 348 157 187 498 154 330 862 191 247 801 104 RTOR Reduction(vph) 0 0 84 0 0 81 0 0 79 0 0 73 Lane Group Flow(vph) 112 348 73 187 498 73 330 862 112 247 801 31 Heavy Vehicles(%) 0% 1% 0% 0% 0% 0% 0% 3% 1% 0% 2% 0% Turn Type pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 2 8 8 4 4 Actuated Green,G(s) 37.9 28.9 28.9 43.9 31.9 31.9 48.9 33.8 33.8 46.7 32.7 32.7 Effective Green, g(s) 37.9 28.9 28.9 43.9 31.9 31.9 48.9 33.8 33.8 46.7 32.7 32.7 Actuated g/C Ratio 0.35 0.27 0.27 0.40 0.29 0.29 0.45 0.31 0.31 0.43 0.30 0.30 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 2.0 4.0 4.0 Lane Grp Cap(vph) 207 473 406 323 528 449 321 1032 471 293 1008 460 v/s Ratio Prot 0.04 0.20 c0.06 c0.28 c0.14 0.26 0.11 0.24 v/s Ratio Perm 0.14 0.05 0.17 0.05 c0.32 0.07 0.25 0.02 v/c Ratio 0.54 0.74 0.18 0.58 0.94 0.16 1.03 0.84 0.24 0.84 0.79 0.07 Uniform Delay,d1 27.1 36.4 30.8 23.3 37.5 28.5 27.4 34.9 27.9 23.7 34.9 27.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.5 6.3 0.3 1.6 25.8 0.2 57.6 6.2 0.4 18.6 4.6 0.1 Delay(s) 28.6 42.7 31.1 24.9 63.3 28.7 85.0 41.1 28.2 42.3 39.6 27.2 Level of Service C D C C E C F D C D D C Approach Delay(s) 37.2 48.4 49.8 39.0 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 44.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.98 Actuated Cycle Length(s) 108.7 Sum of lost time(s) 20.0 Intersection Capacity Utilization 91.3% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 13 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 8: Ten Mile Road & McMillan Road Total 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + r* + r* tt r* tt r* Traffic Volume(veh/h) 109 338 152 181 483 149 320 836 185 240 777 101 Future Volume(veh/h) 109 338 152 181 483 149 320 836 185 240 777 101 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1800 1800 1800 1800 1800 1758 1786 1800 1772 1800 Adj Flow Rate,veh/h 112 348 157 187 498 154 330 862 191 247 801 104 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh,% 0 1 0 0 0 0 0 3 1 0 2 0 Cap,vehlh 202 465 397 314 529 449 373 1077 488 324 987 447 Arrive On Green 0.06 0.26 0.26 0.10 0.29 0.29 0.15 0.32 0.32 0.12 0.29 0.29 Sat Flow,vehlh 1714 1786 1525 1714 1800 1525 1714 3340 1514 1714 3367 1525 Grp Volume(v),veh/h 112 348 157 187 498 154 330 862 191 247 801 104 Grp Sat Flow(s),vehlh/In 1714 1786 1525 1714 1800 1525 1714 1670 1514 1714 1683 1525 Q Serve(g_s),s 4.7 18.0 8.5 7.8 27.2 8.0 13.4 23.7 9.8 9.9 22.2 5.2 Cycle Q Clear(g_c),s 4.7 18.0 8.5 7.8 27.2 8.0 13.4 23.7 9.8 9.9 22.2 5.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 202 465 397 314 529 449 373 1077 488 324 987 447 V/C Ratio(X) 0.55 0.75 0.40 0.59 0.94 0.34 0.89 0.80 0.39 0.76 0.81 0.23 Avail Cap(c_a),vehlh 346 533 455 401 537 455 373 1162 527 374 1171 531 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 27.7 34.2 30.7 25.0 34.6 27.9 23.2 31.1 26.4 23.7 33.0 27.0 Incr Delay(d2),s/veh 0.9 5.7 0.9 0.7 25.1 0.6 21.0 4.1 0.7 6.3 4.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.0 8.4 3.1 3.2 15.3 2.9 7.2 9.7 3.5 4.3 9.2 1.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 28.6 39.9 31.6 25.7 59.7 28.5 44.2 35.2 27.1 30.0 37.2 27.3 LnGrp LOS C D C C E C D D C C D C Approach Vol,vehlh 617 839 1383 1152 Approach Delay,s/veh 35.7 46.4 36.3 34.8 Approach LOS D D D C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 11.5 34.6 20.0 34.5 14.9 31.2 17.0 37.4 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 15.0 30.0 15.0 35.0 15.0 30.0 15.0 35.0 Max Q Clear Time(g_c+I1),s 6.7 29.2 15.4 24.2 9.8 20.0 11.9 25.7 Green Ext Time(p-c),s 0.1 0.4 0.0 5.3 0.1 2.6 0.1 5.3 Intersection Summary HCM 6th Ctrl Delay 37.9 HCM 6th LOS D Kittelson&Associates Synchro 11 Report 02/08/2022 Page 14 Queues Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Total 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 26 357 118 486 34 443 102 368 v/c Ratio 0.12 0.74 0.39 0.78 0.10 0.83 0.35 0.56 Control Delay 22.4 48.1 25.2 43.8 20.4 50.7 23.0 33.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.4 48.1 25.2 43.8 20.4 50.7 23.0 33.5 Queue Length 50th(ft) 12 245 56 344 15 318 47 241 Queue Length 95th(ft) 31 396 102 530 38 #548 90 388 Internal Link Dist(ft) 7814 5184 1203 5198 Turn Bay Length(ft) 75 75 75 75 Base Capacity(vph) 402 692 404 693 518 658 400 684 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.06 0.52 0.29 0.70 0.07 0.67 0.26 0.54 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 15 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Total 2025 After SH16 PM School Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 24 308 27 111 331 126 32 296 120 96 314 32 Future Volume(vph) 24 308 27 111 331 126 32 296 120 96 314 32 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 11 11 11 11 11 11 11 11 11 11 11 11 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.96 1.00 0.96 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1653 1719 1653 1668 1653 1619 1653 1613 Flt Permitted 0.27 1.00 0.27 1.00 0.46 1.00 0.22 1.00 Satd. Flow(perm) 467 1719 469 1668 795 1619 388 1613 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow(vph) 26 328 29 118 352 134 34 315 128 102 334 34 RTOR Reduction(vph) 0 2 0 0 8 0 0 9 0 0 2 0 Lane Group Flow(vph) 26 355 0 118 478 0 34 434 0 102 366 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 4% 0% 0% 7% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green, G(s) 38.4 35.1 51.3 42.0 43.7 40.2 56.1 46.6 Effective Green,g(s) 38.4 35.1 51.3 42.0 43.7 40.2 56.1 46.6 Actuated g/C Ratio 0.32 0.29 0.43 0.35 0.37 0.34 0.47 0.39 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 182 505 302 586 316 545 287 629 v/s Ratio Prot 0.00 0.21 c0.03 c0.29 0.00 c0.27 c0.03 c0.23 v/s Ratio Perm 0.04 0.13 0.04 0.14 v/c Ratio 0.14 0.70 0.39 0.81 0.11 0.80 0.36 0.58 Uniform Delay,d1 29.0 37.5 23.0 35.2 24.7 35.9 21.0 28.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 4.4 0.3 8.5 0.1 7.9 0.3 1.4 Delay(s) 29.1 41.9 23.3 43.7 24.7 43.8 21.3 30.1 Level of Service C D C D C D C C Approach Delay(s) 41.0 39.7 42.4 28.2 Approach LOS D D D C Intersection Summary HCM 2000 Control Delay 37.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length(s) 119.4 Sum of lost time(s) 24.0 Intersection Capacity Utilization 80.4% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 16 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 10: Black Cat Road & Ustick Road Total 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 24 308 27 111 331 126 32 296 120 96 314 32 Future Volume(veh/h) 24 308 27 111 331 126 32 296 120 96 314 32 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1744 1800 1800 1702 1800 Adj Flow Rate,veh/h 26 328 29 118 352 134 34 315 128 102 334 34 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh,% 0 0 0 0 0 0 0 4 0 0 7 0 Cap,vehlh 183 460 41 308 402 153 290 361 147 237 505 51 Arrive On Green 0.03 0.28 0.28 0.07 0.32 0.32 0.03 0.31 0.31 0.06 0.33 0.33 Sat Flow,vehlh 1714 1630 144 1714 1242 473 1714 1179 479 1714 1519 155 Grp Volume(v),veh/h 26 0 357 118 0 486 34 0 443 102 0 368 Grp Sat Flow(s),vehlh/In 1714 0 1774 1714 0 1715 1714 0 1658 1714 0 1674 Q Serve(g_s),s 0.9 0.0 15.3 4.1 0.0 22.6 1.1 0.0 21.4 3.4 0.0 15.9 Cycle Q Clear(g_c),s 0.9 0.0 15.3 4.1 0.0 22.6 1.1 0.0 21.4 3.4 0.0 15.9 Prop In Lane 1.00 0.08 1.00 0.28 1.00 0.29 1.00 0.09 Lane Grp Cap(c),veh/h 183 0 501 308 0 555 290 0 508 237 0 557 V/C Ratio(X) 0.14 0.00 0.71 0.38 0.00 0.88 0.12 0.00 0.87 0.43 0.00 0.66 Avail Cap(c_a),vehlh 523 0 924 577 0 893 620 0 863 522 0 872 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 22.7 0.0 27.2 20.7 0.0 27.0 20.0 0.0 27.7 21.1 0.0 24.1 Incr Delay(d2),s/veh 0.1 0.0 1.9 0.3 0.0 5.9 0.1 0.0 5.3 0.5 0.0 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.3 0.0 6.2 1.5 0.0 9.3 0.4 0.0 8.4 1.3 0.0 5.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 22.8 0.0 29.1 21.0 0.0 32.9 20.0 0.0 33.0 21.6 0.0 25.5 LnGrp LOS C A C C A C C A C C A C Approach Vol,vehlh 383 604 477 470 Approach Delay,s/veh 28.7 30.5 32.1 24.6 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 8.3 33.3 8.7 34.1 11.8 29.8 11.0 31.9 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+I1),s 2.9 24.6 3.1 17.9 6.1 17.3 5.4 23.4 Green Ext Time(p-c),s 0.0 2.7 0.0 2.1 0.1 2.0 0.1 2.5 Intersection Summary HCM 6th Ctrl Delay 29.1 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/08/2022 Page 17 HCM 6th TWSC Cole Valley Christian School TIS 11: Owyhee Storm Ave & Site Acess A Total 2025 After SH16 PM School Peak Hour Intersection Int Delay,s/veh 7.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r Traffic Vol,veh/h 380 0 0 299 0 0 Future Vol,veh/h 380 0 0 299 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop 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 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 422 0 0 332 0 0 Major/Minor Minorl Majorl Conflicting Flow All 166 166 0 0 Stage 1 166 - - - Stage 2 0 - Critical Hdwy 6.4 6.2 Critical Hdwy Stg 1 5.4 - Critical Hdwy Stg 2 - - - Follow-up Hdwy 3.5 3.3 - Pot Cap-1 Maneuver 829 884 Stage 1 868 - Stage 2 - - Platoon blocked, % Mov Cap-1 Maneuver 829 884 - Mov Cap-2 Maneuver 829 - Stage 1 868 - Stage 2 - Approach WB NB HCM Control Delay,s 13.8 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 Capacity(veh/h) - - 829 HCM Lane V/C Ratio - - 0.509 HCM Control Delay(s) - - 13.8 0 HCM Lane LOS - - B A HCM 95th%tile Q(veh) - - 2.9 - Kittelson&Associates Synchro 11 Report 02/14/2022 Page 1 HCM 6th TWSC Cole Valley Christian School TIS 13: Ersatz Place & Site Access C Total 2025 After SH16 PM School Peak Hour Intersection Int Delay,s/veh 8.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' Traffic Vol,veh/h 0 279 212 11 15 0 Future Vol,veh/h 0 279 212 11 15 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 - Veh in Median Storage,# 0 0 0 Grade,% 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 310 236 12 17 0 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 501 17 17 0 0 Stage 1 17 - - - - Stage 2 484 - - 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 533 1068 1613 - - Stage 1 1011 - - - - Stage 2 624 - - - - Platoon blocked, % - - Mov Cap-1 Maneuver 455 1068 1613 - - Mov Cap-2 Maneuver 455 - - Stage 1 862 - - Stage 2 624 - Approach EB NB SIB HCM Control Delay,s 9.7 7.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1613 - 1068 - HCM Lane V/C Ratio 0.146 - 0.29 - HCM Control Delay(s) 7.6 0 9.7 - HCM Lane LOS A A A - HCM 95th%tile Q(veh) 0.5 - 1.2 - - Kittelson&Associates Synchro 11 Report 02/14/2022 Page 2 HCM 6th TWSC Cole Valley Christian School TIS 14: Ersatz Place & Site Access B Total 2025 After SH16 PM School Peak Hour Intersection Int Delay,s/veh 7.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y +' Traffic Vol,veh/h 0 15 11 0 0 0 Future Vol,veh/h 0 15 11 0 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 - Veh in Median Storage,# 0 0 0 Grade,% 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 17 12 0 0 0 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 25 1 1 0 0 Stage 1 1 - - - - Stage 2 24 - - 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 996 1090 1635 Stage 1 1028 - - Stage 2 1004 - - - Platoon blocked, % Mov Cap-1 Maneuver 989 1090 1635 - Mov Cap-2 Maneuver 989 - - Stage 1 1021 - - Stage 2 1004 - Approach EB NB SIB HCM Control Delay,s 8.4 7.2 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1635 - 1090 - HCM Lane V/C Ratio 0.007 - 0.015 - HCM Control Delay(s) 7.2 0 8.4 - HCM Lane LOS A A A - HCM 95th%tile Q(veh) 0 - 0 - - Kittelson&Associates Synchro 11 Report 02/14/2022 Page 3 Appendix K Year 2025 Mitigated Total Traffic Operation Worksheets Mitigation Test - 5 seconds reallocated to NBR Queues Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Total 2025 After SH16 PM School Peak Hour t Lane Group EBL EBT EBR WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 24 984 215 246 1298 232 328 33 47 vlc Ratio 0.11 0.56 0.25 0.59 0.61 0.83 0.68 0.29 0.50 Control Delay 13.9 30.7 4.1 16.5 21.5 78.5 17.0 52.9 59.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.9 30.7 4.1 16.5 21.5 78.5 17.0 52.9 59.7 Queue Length 50th(ft) 8 381 0 95 466 215 32 27 24 Queue Length 95th(ft) 22 540 53 153 611 296 137 55 68 Internal Link Dist(ft) 4871 2550 5193 384 Turn Bay Length(ft) 300 450 300 80 80 Base Capacity(vph) 247 1750 870 464 2134 311 585 271 336 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.10 0.56 0.25 0.53 0.61 0.75 0.56 0.12 0.14 Intersection Summary Kittelson&Associates Synchro 11 Report 03/23/2022 Page 1 Mitigation Test - 5 seconds reallocated to NBR HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Total 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(vehlh) 22 905 198 226 1169 25 213 28 274 30 21 22 Future Volume(veh/h) 22 905 198 226 1169 25 213 28 274 30 21 22 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1772 1711 1857 1772 1744 1674 1632 1786 1702 1575 1800 Adj Flow Rate,veh/h 24 984 215 246 1271 27 232 30 298 33 23 24 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,% 0 2 11 1 2 4 9 12 1 7 16 0 Cap,vehlh 97 1010 435 266 1353 29 385 30 303 89 88 92 Arrive On Green 0.02 0.30 0.30 0.12 0.40 0.40 0.14 0.24 0.24 0.02 0.12 0.12 Sat Flow,veh/h 1714 3367 1450 1769 3371 72 1594 128 1274 1621 706 737 Grp Volume(v),veh/h 24 984 215 246 634 664 232 0 328 33 0 47 Grp Sat Flow(s),vehlh/In 1714 1683 1450 1769 1683 1759 1594 0 1402 1621 0 1443 Q Serve(g_s),s 1.5 46.3 19.5 17.4 57.9 58.0 19.8 0.0 37.3 2.8 0.0 4.7 Cycle Q Clear(g_c),s 1.5 46.3 19.5 17.4 57.9 58.0 19.8 0.0 37.3 2.8 0.0 4.7 Prop In Lane 1.00 1.00 1.00 0.04 1.00 0.91 1.00 0.51 Lane Grp Cap(c),veh/h 97 1010 435 266 676 706 385 0 333 89 0 179 V/C Ratio(X) 0.25 0.97 0.49 0.92 0.94 0.94 0.60 0.00 0.98 0.37 0.00 0.26 Avail Cap(c_a),veh/h 148 1010 435 305 676 706 446 0 333 283 0 298 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.71 0.00 0.71 1.00 0.00 1.00 Uniform Delay(d),s/veh 43.2 55.4 46.0 49.0 46.0 46.0 49.5 0.0 60.7 60.4 0.0 63.4 Incr Delay(d2),s/veh 0.5 22.8 4.0 28.9 21.0 20.5 0.6 0.0 37.4 1.0 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(50%),veh/In 0.6 22.0 7.4 11.8 26.9 28.1 7.8 0.0 16.3 1.2 0.0 1.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 43.7 78.1 50.0 77.9 66.9 66.5 50.1 0.0 98.1 61.4 0.0 63.7 LnGrp LOS D E D E E E D A F E A E Approach Vol,veh/h 1223 1544 560 80 Approach Delay,s/veh 72.5 68.5 78.2 62.7 Approach LOS E E E E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 10.3 71.2 29.0 26.9 26.5 55.0 10.8 45.0 Change Period(Y+Rc),s 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Max Green Setting(Gmax),s 8.0 63.0 28.0 33.0 23.0 48.0 23.0 38.0 Max Q Clear Time(g_c+11),s 3.5 60.0 21.8 6.7 19.4 48.3 4.8 39.3 Green Ext Time(p-c),s 0.0 2.0 0.2 0.1 0.1 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 71.4 HCM 6th LOS E Kittelson&Associates Synchro 11 Report 03/23/2022 Page 2 Mitigation Test - 5 seconds reallocated to NBR HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 1: Black Cat Road & US 20-26 Chinden Blvd Total 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r* t Traffic Volume(vph) 22 905 198 226 1169 25 213 28 274 30 21 22 Future Volume(vph) 22 905 198 226 1169 25 213 28 274 30 21 22 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 12 14 14 12 12 12 12 12 12 12 12 Total Lost time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 0.86 1.00 0.92 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 3353 1470 1806 3341 1569 1524 1598 1541 Flt Permitted 0.17 1.00 1.00 0.19 1.00 0.35 1.00 0.62 1.00 Satd. Flow(perm) 312 3353 1470 358 3341 573 1524 1051 1541 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow(vph) 24 984 215 246 1271 27 232 30 298 33 23 24 RTOR Reduction(vph) 0 0 105 0 1 0 0 248 0 0 23 0 Lane Group Flow(vph) 24 984 110 246 1297 0 232 80 0 33 24 0 Heavy Vehicles(%) 0% 2% 11% 1% 2% 4% 9% 12% 1% 7% 16% 0% Turn Type pm+pt NA Perm pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 6 2 8 4 Actuated Green,G(s) 85.6 82.1 82.1 108.4 97.9 37.6 24.5 12.5 6.4 Effective Green,g(s) 85.6 82.1 82.1 108.4 97.9 37.6 24.5 12.5 6.4 Actuated g/C Ratio 0.53 0.51 0.51 0.68 0.61 0.24 0.15 0.08 0.04 Clearance Time(s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Vehicle Extension(s) 2.0 3.0 3.0 2.0 3.0 2.0 2.0 2.0 2.0 Lane Grp Cap(vph) 197 1720 754 417 2044 285 233 102 61 v/s Ratio Prot 0.00 0.29 c0.07 c0.39 c0.12 0.05 0.01 0.02 v/s Ratio Perm 0.06 0.08 0.33 c0.07 0.01 v/c Ratio 0.12 0.57 0.15 0.59 0.63 0.81 0.34 0.32 0.39 Uniform Delay,d1 18.3 26.8 20.5 15.2 19.7 55.1 60.6 69.4 74.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 1.4 0.4 1.4 0.7 15.4 0.3 0.7 1.5 Delay(s) 18.4 28.2 20.9 16.6 20.4 70.5 60.9 70.1 76.4 Level of Service B C C B C E E E E Approach Delay(s) 26.8 19.8 64.9 73.8 Approach LOS C B E E Intersection Summary HCM 2000 Control Delay 31.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length(s) 160.0 Sum of lost time(s) 28.0 Intersection Capacity Utilization 83.4% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/23/2022 Page 1 Mitigation Test - Allocating 5 more seconds to SBL Queues Cole Valley Christian School TIS 2: Star Road & McMillan Road II Total 2025 Before SH16 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 31 132 23 450 2 337 447 330 v/c Ratio 0.20 0.26 0.06 0.85 0.01 0.79 0.80 0.35 Control Delay 26.7 33.3 24.1 43.1 19.0 53.6 32.1 20.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.7 33.3 24.1 43.1 19.0 53.6 32.1 20.2 Queue Length 50th(ft) 14 75 11 235 1 232 211 141 Queue Length 95th(ft) 38 141 31 413 6 387 #463 297 Internal Link Dist(ft) 5103 2580 5185 5224 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 353 769 506 750 571 639 558 938 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.17 0.05 0.60 0.00 0.53 0.80 0.35 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 4 Mitigation Test - Allocating 5 more seconds to SBL HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 28 116 3 21 86 319 2 275 28 402 288 9 Future Volume(vph) 28 116 3 21 86 319 2 275 28 402 288 9 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.88 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1794 1710 1588 1710 1683 1710 1775 Flt Permitted 0.13 1.00 0.66 1.00 0.56 1.00 0.28 1.00 Satd. Flow(perm) 235 1794 1187 1588 1011 1683 512 1775 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 31 129 3 23 96 354 2 306 31 447 320 10 RTOR Reduction(vph) 0 1 0 0 92 0 0 2 0 0 1 0 Lane Group Flow(vph) 31 131 0 23 358 0 2 335 0 447 329 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 6% 0% 0% 1% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 34.0 30.6 33.6 30.4 33.9 33.1 64.5 57.7 Effective Green, g(s) 34.0 30.6 33.6 30.4 33.9 33.1 64.5 57.7 Actuated g/C Ratio 0.29 0.26 0.29 0.26 0.29 0.28 0.55 0.50 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 111 472 357 415 299 478 545 880 v/s Ratio Prot c0.01 0.07 0.00 c0.23 0.00 0.20 c0.18 0.19 v/s Ratio Perm 0.07 0.02 0.00 c0.28 v/c Ratio 0.28 0.28 0.06 0.86 0.01 0.70 0.82 0.37 Uniform Delay,d1 32.0 34.1 29.8 40.9 29.2 37.2 18.5 18.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.5 0.3 0.0 16.6 0.0 4.6 9.1 0.3 Delay(s) 32.5 34.4 29.8 57.5 29.2 41.8 27.6 18.4 Level of Service C C C E C D C B Approach Delay(s) 34.0 56.2 41.7 23.7 Approach LOS C E D C Intersection Summary HCM 2000 Control Delay 36.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length(s) 116.3 Sum of lost time(s) 24.0 Intersection Capacity Utilization 81.1% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 5 Mitigation Test - Allocating 5 more seconds to SBL HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 28 116 3 21 86 319 2 275 28 402 288 9 Future Volume(veh/h) 28 116 3 21 86 319 2 275 28 402 288 9 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1716 1800 1800 1786 1800 Adj Flow Rate,veh/h 31 129 3 23 96 354 2 306 31 447 320 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 0 0 0 6 0 0 1 0 Cap,vehlh 149 555 13 440 105 387 311 345 35 470 756 24 Arrive On Green 0.03 0.32 0.32 0.02 0.31 0.31 0.00 0.23 0.23 0.22 0.44 0.44 Sat Flow,vehlh 1714 1752 41 1714 336 1240 1714 1533 155 1714 1722 54 Grp Volume(v),veh/h 31 0 132 23 0 450 2 0 337 447 0 330 Grp Sat Flow(s),vehlh/In 1714 0 1793 1714 0 1577 1714 0 1688 1714 0 1776 Q Serve(g_s),s 1.3 0.0 6.0 1.0 0.0 30.2 0.1 0.0 21.2 21.7 0.0 14.1 Cycle Q Clear(g_c),s 1.3 0.0 6.0 1.0 0.0 30.2 0.1 0.0 21.2 21.7 0.0 14.1 Prop In Lane 1.00 0.02 1.00 0.79 1.00 0.09 1.00 0.03 Lane Grp Cap(c),veh/h 149 0 568 440 0 492 311 0 380 470 0 780 V/C Ratio(X) 0.21 0.00 0.23 0.05 0.00 0.91 0.01 0.00 0.89 0.95 0.00 0.42 Avail Cap(c_a),vehlh 398 0 718 698 0 632 602 0 599 474 0 780 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 28.7 0.0 27.7 24.8 0.0 36.4 32.8 0.0 41.2 26.5 0.0 21.2 Incr Delay(d2),s/veh 0.3 0.0 0.2 0.0 0.0 15.4 0.0 0.0 9.7 28.7 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.5 0.0 2.5 0.4 0.0 12.9 0.0 0.0 9.4 11.8 0.0 5.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 28.9 0.0 27.9 24.8 0.0 51.8 32.8 0.0 50.9 55.2 0.0 21.6 LnGrp LOS C A C C A D C A D E A C Approach Vol,vehlh 163 473 339 777 Approach Delay,s/veh 28.1 50.5 50.8 40.9 Approach LOS C D D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.1 40.3 6.3 54.2 8.5 40.8 29.8 30.7 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 24.0 39.0 Max Q Clear Time(g_c+I1),s 3.3 32.2 2.1 16.1 3.0 8.0 23.7 23.2 Green Ext Time(p-c),s 0.0 2.1 0.0 1.7 0.0 0.6 0.0 1.5 Intersection Summary HCM 6th Ctrl Delay 44.2 HCM 6th LOS D Kittelson&Associates Synchro 11 Report 02/08/2022 Page 6 Mitigation Test: Allocating 10 more seconds to SBL Queues Cole Valley Christian School TIS 2: Star Road & McMillan Road II Total 2025 After SH16 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 31 132 23 514 2 337 491 330 v/c Ratio 0.23 0.25 0.06 0.90 0.01 0.88 0.83 0.35 Control Delay 28.5 34.5 24.7 50.4 22.5 71.8 38.3 21.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.5 34.5 24.7 50.4 22.5 71.8 38.3 21.5 Queue Length 50th(ft) 16 84 12 314 1 287 305 166 Queue Length 95th(ft) 38 139 30 #516 6 #508 #553 302 Internal Link Dist(ft) 5103 2580 5185 5224 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 301 660 492 672 480 385 589 952 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.20 0.05 0.76 0.00 0.88 0.83 0.35 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/08/2022 Page 4 Mitigation Test: Allocating 10 more seconds to SBL HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 28 116 3 21 86 376 2 275 28 442 288 9 Future Volume(vph) 28 116 3 21 86 376 2 275 28 442 288 9 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.88 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1794 1710 1580 1710 1683 1710 1775 Flt Permitted 0.11 1.00 0.65 1.00 0.56 1.00 0.24 1.00 Satd. Flow(perm) 195 1794 1170 1580 1011 1683 424 1775 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 31 129 3 23 96 418 2 306 31 491 320 10 RTOR Reduction(vph) 0 1 0 0 108 0 0 2 0 0 0 0 Lane Group Flow(vph) 31 131 0 23 406 0 2 335 0 491 330 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 6% 0% 0% 1% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 40.7 37.0 40.1 36.7 34.3 33.4 73.9 67.0 Effective Green, g(s) 40.7 37.0 40.1 36.7 34.3 33.4 73.9 67.0 Actuated g/C Ratio 0.31 0.28 0.30 0.28 0.26 0.25 0.56 0.51 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 102 501 368 438 266 424 572 898 v/s Ratio Prot c0.01 0.07 0.00 c0.26 0.00 0.20 c0.22 0.19 v/s Ratio Perm 0.08 0.02 0.00 c0.26 v/c Ratio 0.30 0.26 0.06 0.93 0.01 0.79 0.86 0.37 Uniform Delay,d1 36.4 37.0 32.6 46.5 36.3 46.2 25.2 19.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.6 0.3 0.0 25.7 0.0 9.4 11.8 0.3 Delay(s) 37.0 37.3 32.6 72.2 36.3 55.6 37.0 20.0 Level of Service D D C E D E D C Approach Delay(s) 37.3 70.5 55.5 30.2 Approach LOS D E E C Intersection Summary HCM 2000 Control Delay 47.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.89 Actuated Cycle Length(s) 132.3 Sum of lost time(s) 24.0 Intersection Capacity Utilization 87.2% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/08/2022 Page 5 Mitigation Test: Allocating 10 more seconds to SBL HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 28 116 3 21 86 376 2 275 28 442 288 9 Future Volume(veh/h) 28 116 3 21 86 376 2 275 28 442 288 9 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1716 1800 1800 1786 1800 Adj Flow Rate,veh/h 31 129 3 23 96 418 2 306 31 491 320 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 0 0 0 6 0 0 1 0 Cap,vehlh 107 594 14 456 98 427 280 319 32 499 790 25 Arrive On Green 0.03 0.34 0.34 0.02 0.33 0.33 0.00 0.21 0.21 0.25 0.46 0.46 Sat Flow,vehlh 1714 1752 41 1714 293 1277 1714 1533 155 1714 1722 54 Grp Volume(v),veh/h 31 0 132 23 0 514 2 0 337 491 0 330 Grp Sat Flow(s),vehlh/In 1714 0 1793 1714 0 1570 1714 0 1688 1714 0 1776 Q Serve(g_s),s 1.6 0.0 7.1 1.2 0.0 43.5 0.1 0.0 26.6 33.2 0.0 16.6 Cycle Q Clear(g_c),s 1.6 0.0 7.1 1.2 0.0 43.5 0.1 0.0 26.6 33.2 0.0 16.6 Prop In Lane 1.00 0.02 1.00 0.81 1.00 0.09 1.00 0.03 Lane Grp Cap(c),veh/h 107 0 607 456 0 526 280 0 352 499 0 814 V/C Ratio(X) 0.29 0.00 0.22 0.05 0.00 0.98 0.01 0.00 0.96 0.98 0.00 0.41 Avail Cap(c_a),vehlh 306 0 607 662 0 526 505 0 352 499 0 814 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 35.3 0.0 31.7 28.4 0.0 44.2 41.9 0.0 52.6 38.4 0.0 24.2 Incr Delay(d2),s/veh 0.5 0.0 0.2 0.0 0.0 33.5 0.0 0.0 37.1 36.2 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(50%),veh/In 0.6 0.0 3.0 0.5 0.0 21.0 0.1 0.0 14.5 18.2 0.0 6.7 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 35.9 0.0 31.9 28.4 0.0 77.7 41.9 0.0 89.7 74.5 0.0 24.5 LnGrp LOS D A C C A E D A F E A C Approach Vol,vehlh 163 537 339 821 Approach Delay,s/veh 32.7 75.6 89.4 54.4 Approach LOS C E F D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.4 51.0 6.4 67.6 8.9 51.5 40.0 34.0 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 45.0 18.0 44.0 19.0 45.0 34.0 28.0 Max Q Clear Time(g_c+I1),s 3.6 45.5 2.1 18.6 3.2 9.1 35.2 28.6 Green Ext Time(p-c),s 0.0 0.0 0.0 1.7 0.0 0.6 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 65.0 HCM 6th LOS E Kittelson&Associates Synchro 11 Report 02/08/2022 Page 6 KITTELSON&ASSOCIATES,INC. Analysis Traffic Volumes 610 SW Alder,Suite 700 Hour Major Street Minor Street A Portland,Oregon 97205 Begin End EB WB NB SB \ (503)228-5230 12:00 AM 1:00 AM 9 3 2 0 1:00 AM 0 1 1 0 2:00 AM 0 2 1 0 Project#: 26392 3:00 AM 3 3 1 0 Project Name: Cole Valley Christian School 4:00 AM 13 4 4 0 Analyst: Kittelson&Associates 5:00 AM 19 16 8 0 Date: 3/16/2022 6:00 AM 85 32 25 0 File: H:\26\26392-Cole Valley Christian School\excel\signal 7:00 AM 793 294 44 52 warrants\[Signal-Warrants_Eratz McMillan Total Before SH16.xlsmlDatalnout 8:00AM 416 386 41 324 Intersection: Eratz Place/McMillan 9:00 AM 199 58 30 8 Scenario: Year 2025 Total Before SH-16 10:00 AM 317 58 33 0 11:00 AM 151 108 35 0 12:00 PM 107 49 38 0 1:00 PM 176 70 40 0 Warrant Summary 2:00 PM 789 176 44 50 Warrant Name Analyzed? Met? 3:00 PM 493 347 50 248 #1 Eight-Hour Vehicular Volume Yes No 4:00 PM 261 202 60 56 #2 Four-Hour Vehicular volume Yes No 5:00PM 342 219 58 0 #3 Peak Hour Yes Yes 6:00 PM 226 144 48 0 #4 Pedestrian Volume No - 7:00 PM 179 85 34 0 #5 School Crossing No - 8:00 PM 122 33 31 0 #6 Coordinated Signal System No - 9:00 PM 527 47 22 0 #7 Crash Experience No - 10:00 PM 78 15 10 0 #8 Roadway Network No - 11:00 PM 19 5 6 0 #9 Intersection Near a Grade Crossing No - Input Parameters Volume Adjustment Factor= 1.0 Warrant#1-Eight Hour North-South Approach= Minor Hours That Condition for Warrant Major Street Minor Street Signal Warrant East-West Approach= Major Condition Condition Is Warrant Factor Factor Requirement Requirement Met Met? Met? Major Street Thru Lanes= 1 Minor Street Thru Lanes= 1 A 500 150 2 No 100% No Speed>40 mph? Yes B 750 75 2 No Population<10,000? Yes 80% A 400 120 2 No No Warrant Factor 70% B 600 60 2 No Peak Hour or Daily Count? Daily 70% A 350 105 2 No No B 525 53 3 No 56% A 280 84 2 No No B 420 42 6 No Warrant#2-Four Hour -2 Major/2Minor Warrant#3-Peak Hour —2 Major/2 Minor -2 Major/1 Minor =2 Major/1 Minor 70%Warrant Factor -1 Major/2 Minor 70%Warrant Factor �1Major/2Minor 400 _1 Major/1 Minor Soo -1 Major/1 Minor X Traffic Volumes X Traffic Volumes * 400 300 a W a X ` X 0 300 O c .0 �\200 X m w s m = 200 x 100 100 *X k X * X X X ItX X 0 0 0 500 1000 1500 2000 2500 3000 0 500 1000 1500 2000 2500 3000 Combined Major Street Combined Major Street Queues Cole Valley Christian School TIS 4: Glassford Ave/Eratz Place & McMillan Road Total 2025 Before SH16 AM Peak Hour t Lane Group EBL EBT WBL WBT WBR NBT SBL SBT Lane Group Flow(vph) 71 472 27 561 491 86 370 56 v/c Ratio 0.33 0.59 0.10 0.70 0.56 0.44 0.72 0.08 Control Delay 24.6 23.9 18.8 27.3 8.7 23.9 40.3 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 24.6 23.9 18.8 27.3 8.7 23.9 40.3 0.2 Queue Length 50th(ft) 24 185 8 236 46 6 176 0 Queue Length 95th(ft) 81 411 33 518 179 65 410 0 Internal Link Dist(ft) 1230 1241 625 444 Turn Bay Length(ft) 200 100 200 200 Base Capacity(vph) 368 1370 471 1372 1249 393 1024 1066 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.19 0.34 0.06 0.41 0.39 0.22 0.36 0.05 Intersection Summary Kittelson&Associates Synchro 11 Report 03/16/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 4: Glassford Ave/Eratz Place & McMillan Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(vph) 64 421 4 25 505 442 11 0 68 333 0 50 Future Volume(vph) 64 421 4 25 505 442 11 0 68 333 0 50 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 4.5 6.0 6.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 0.88 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 1.00 Satd. Flow(prot) 1710 1797 1676 1800 1530 1549 1710 1530 Flt Permitted 0.27 1.00 0.35 1.00 1.00 0.94 0.95 1.00 Satd. Flow(perm) 485 1797 620 1800 1530 1466 1710 1530 Peak-hour factor, PHF 0.90 0.90 0.92 0.92 0.90 0.90 0.92 0.92 0.92 0.90 0.92 0.90 Adj. Flow(vph) 71 468 4 27 561 491 12 0 74 370 0 56 RTOR Reduction(vph) 0 0 0 0 0 192 0 69 0 0 39 0 Lane Group Flow(vph) 71 472 0 27 561 299 0 17 0 370 17 0 Heavy Vehicles(%) 0% 0% 2% 2% 0% 0% 2% 2% 2% 0% 2% 0% Turn Type Perm NA Perm NA Perm Perm NA Split NA Protected Phases 6 2 8 4 4 Permitted Phases 6 2 2 8 Actuated Green,G(s) 39.8 39.8 39.8 39.8 39.8 5.7 26.8 26.8 Effective Green, g(s) 39.8 39.8 39.8 39.8 39.8 5.7 26.8 26.8 Actuated g/C Ratio 0.45 0.45 0.45 0.45 0.45 0.06 0.30 0.30 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 4.5 6.0 6.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 2.0 2.0 Lane Grp Cap(vph) 217 805 277 806 685 94 516 461 v/s Ratio Prot 0.26 c0.31 c0.22 0.01 v/s Ratio Perm 0.15 0.04 0.20 c0.01 v/c Ratio 0.33 0.59 0.10 0.70 0.44 0.18 0.72 0.04 Uniform Delay,d1 15.8 18.3 14.1 19.6 16.8 39.3 27.6 21.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.9 1.1 0.2 2.6 0.4 0.9 3.9 0.0 Delay(s) 16.7 19.4 14.3 22.3 17.3 40.2 31.6 21.9 Level of Service B B B C B D C C Approach Delay(s) 19.1 19.8 40.2 30.3 Approach LOS B B D C Intersection Summary HCM 2000 Control Delay 22.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length(s) 88.8 Sum of lost time(s) 16.5 Intersection Capacity Utilization 77.5% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/16/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 4: Glassford Ave/Eratz Place & McMillan Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(veh/h) 64 421 4 25 505 442 11 0 68 333 0 50 Future Volume(veh/h) 64 421 4 25 505 442 11 0 68 333 0 50 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1772 1772 1800 1800 1772 1772 1772 1800 1772 1800 Adj Flow Rate,veh/h 71 468 4 27 561 491 12 0 74 370 0 56 Peak Hour Factor 0.90 0.90 0.92 0.92 0.90 0.90 0.92 0.92 0.92 0.90 0.92 0.90 Percent Heavy Veh,% 0 0 2 2 0 0 2 2 2 0 2 0 Cap,vehlh 254 758 6 314 766 649 15 0 94 427 0 374 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.07 0.00 0.07 0.25 0.00 0.25 Sat Flow,vehlh 862 1782 15 922 1800 1525 213 0 1312 1714 0 1502 Grp Volume(v),veh/h 71 0 472 27 561 491 86 0 0 370 0 56 Grp Sat Flow(s),vehlh/In 862 0 1797 922 1800 1525 1525 0 0 1714 0 1502 Q Serve(g_s),s 4.9 0.0 13.3 1.5 16.9 17.7 3.6 0.0 0.0 13.4 0.0 1.9 Cycle Q Clear(g_c),s 21.8 0.0 13.3 14.8 16.9 17.7 3.6 0.0 0.0 13.4 0.0 1.9 Prop In Lane 1.00 0.01 1.00 1.00 0.14 0.86 1.00 1.00 Lane Grp Cap(c),veh/h 254 0 765 314 766 649 109 0 0 427 0 374 V/C Ratio(X) 0.28 0.00 0.62 0.09 0.73 0.76 0.79 0.00 0.00 0.87 0.00 0.15 Avail Cap(c_a),vehlh 762 0 1825 858 1828 1549 422 0 0 1239 0 1086 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 24.7 0.0 14.5 20.3 15.6 15.8 29.7 0.0 0.0 23.4 0.0 19.0 Incr Delay(d2),s/veh 0.6 0.0 0.8 0.1 1.4 1.8 11.8 0.0 0.0 2.1 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.0 0.0 5.0 0.3 6.4 5.8 1.6 0.0 0.0 5.3 0.0 0.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 25.3 0.0 15.4 20.4 17.0 17.6 41.5 0.0 0.0 25.5 0.0 19.1 LnGrp LOS C A B C B B D A A C A B Approach Vol,vehlh 543 1079 86 426 Approach Delay,s/veh 16.7 17.4 41.5 24.7 Approach LOS B B D C Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 33.7 22.2 33.7 9.1 Change Period(Y+Rc),s 6.0 6.0 6.0 4.5 Max Green Setting(Gmax),s 66.0 47.0 66.0 18.0 Max Q Clear Time(g_c+I1),s 19.7 15.4 23.8 5.6 Green Ext Time(p-c),s 6.9 0.8 3.9 0.3 Intersection Summary HCM 6th Ctrl Delay 19.6 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 03/16/2022 Page 3 Queues Cole Valley Christian School TIS 4: Glassford Ave/Eratz Place & McMillan Road Total 2025 Before SH16 PM School Peak Hour t Lane Group EBL EBT WBL WBT WBR NBT SBL SBT Lane Group Flow(vph) 40 532 90 356 280 56 357 53 v/c Ratio 0.15 0.89 0.68 0.59 0.40 0.37 0.72 0.06 Control Delay 15.4 38.7 48.4 20.1 4.3 9.3 26.0 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.4 38.7 48.4 20.1 4.3 9.3 26.0 0.1 Queue Length 50th(ft) 9 157 24 92 0 0 97 0 Queue Length 95th(ft) 30 #354 #97 180 44 14 #187 0 Internal Link Dist(ft) 1230 1241 625 444 Turn Bay Length(ft) 200 100 200 200 Base Capacity(vph) 259 599 132 606 705 269 582 929 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.89 0.68 0.59 0.40 0.21 0.61 0.06 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 03/16/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 4: Glassford Ave/Eratz Place & McMillan Road Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(vph) 36 467 12 83 320 252 7 0 44 321 0 48 Future Volume(vph) 36 467 12 83 320 252 7 0 44 321 0 48 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 0.88 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 1.00 Satd. Flow(prot) 1710 1758 1676 1782 1530 1549 1710 1530 Flt Permitted 0.42 1.00 0.22 1.00 1.00 0.39 0.95 1.00 Satd. Flow(perm) 763 1758 390 1782 1530 605 1710 1530 Peak-hour factor, PHF 0.90 0.90 0.92 0.92 0.90 0.90 0.92 0.92 0.92 0.90 0.92 0.90 Adj. Flow(vph) 40 519 13 90 356 280 8 0 48 357 0 53 RTOR Reduction(vph) 0 1 0 0 0 184 0 50 0 0 38 0 Lane Group Flow(vph) 40 531 0 90 356 96 0 6 0 357 16 0 Heavy Vehicles(%) 0% 2% 2% 2% 1% 0% 2% 2% 2% 0% 2% 0% Turn Type Perm NA Perm NA Perm Perm NA Split NA Protected Phases 4 8 2 6 6 Permitted Phases 4 8 8 2 Actuated Green,G(s) 18.1 18.1 18.1 18.1 18.1 5.9 15.5 15.5 Effective Green, g(s) 18.1 18.1 18.1 18.1 18.1 5.9 15.5 15.5 Actuated g/C Ratio 0.34 0.34 0.34 0.34 0.34 0.11 0.29 0.29 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 260 600 133 608 522 67 500 447 v/s Ratio Prot c0.30 0.20 c0.21 0.01 v/s Ratio Perm 0.05 0.23 0.06 c0.01 v/c Ratio 0.15 0.88 0.68 0.59 0.18 0.09 0.71 0.03 Uniform Delay,d1 12.1 16.5 14.9 14.4 12.3 21.1 16.8 13.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.3 14.5 12.8 1.4 0.2 0.6 4.8 0.0 Delay(s) 12.4 31.0 27.8 15.8 12.4 21.8 21.6 13.4 Level of Service B C C B B C C B Approach Delay(s) 29.7 16.0 21.8 20.5 Approach LOS C B C C Intersection Summary HCM 2000 Control Delay 21.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length(s) 53.0 Sum of lost time(s) 13.5 Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/16/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 4: Glassford Ave/Eratz Place & McMillan Road Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(veh/h) 36 467 12 83 320 252 7 0 44 321 0 48 Future Volume(veh/h) 36 467 12 83 320 252 7 0 44 321 0 48 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1772 1772 1772 1786 1800 1772 1772 1772 1800 1772 1800 Adj Flow Rate,veh/h 40 519 13 90 356 280 8 0 48 357 0 53 Peak Hour Factor 0.90 0.90 0.92 0.92 0.90 0.90 0.92 0.92 0.92 0.90 0.92 0.90 Percent Heavy Veh,% 0 2 2 2 1 0 2 2 2 0 2 0 Cap,vehlh 317 633 16 230 657 561 22 0 134 435 0 381 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.10 0.00 0.10 0.25 0.00 0.25 Sat Flow,vehlh 804 1721 43 872 1786 1525 218 0 1308 1714 0 1502 Grp Volume(v),veh/h 40 0 532 90 356 280 56 0 0 357 0 53 Grp Sat Flow(s),vehlh/In 804 0 1764 872 1786 1525 1526 0 0 1714 0 1502 Q Serve(g_s),s 2.0 0.0 13.3 4.7 7.7 7.0 1.7 0.0 0.0 9.6 0.0 1.3 Cycle Q Clear(g_c),s 9.7 0.0 13.3 18.0 7.7 7.0 1.7 0.0 0.0 9.6 0.0 1.3 Prop In Lane 1.00 0.02 1.00 1.00 0.14 0.86 1.00 1.00 Lane Grp Cap(c),veh/h 317 0 649 230 657 561 156 0 0 435 0 381 V/C Ratio(X) 0.13 0.00 0.82 0.39 0.54 0.50 0.36 0.00 0.00 0.82 0.00 0.14 Avail Cap(c_a),vehlh 317 0 649 230 657 561 561 0 0 631 0 553 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 16.0 0.0 14.0 22.3 12.2 12.0 20.5 0.0 0.0 17.2 0.0 14.1 Incr Delay(d2),s/veh 0.2 0.0 8.2 1.1 0.9 0.7 1.4 0.0 0.0 5.6 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(50%),veh/In 0.3 0.0 5.1 0.9 2.3 1.8 0.6 0.0 0.0 3.9 0.0 0.4 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 16.2 0.0 22.2 23.4 13.1 12.7 21.9 0.0 0.0 22.8 0.0 14.3 LnGrp LOS B A C C B B C A A C A B Approach Vol,vehlh 572 726 56 410 Approach Delay,s/veh 21.8 14.2 21.9 21.7 Approach LOS C B C C Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 9.5 22.5 16.9 22.5 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 18.0 18.0 18.0 18.0 Max Q Clear Time(g_c+ll),s 3.7 15.3 11.6 20.0 Green Ext Time(p-c),s 0.2 0.9 0.8 0.0 Intersection Summary HCM 6th Ctrl Delay 18.7 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 03/16/2022 Page 3 KITTELSON&ASSOCIATES,INC. Analysis Traffic Volumes 610 SW Alder,Suite 700 Hour Major Street Minor Street A Portland,Oregon 97205 Begin End EB WB NB SB \ (503)228-5230 12:00 AM 1:00 AM 8 3 2 0 1:00 AM 0 1 1 0 2:00 AM 0 2 1 0 Project#: 26392 3:00 AM 3 3 1 0 Project Name: Cole Valley Christian School 4:00 AM 11 4 4 0 Analyst: Kittelson&Associates 5:00 AM 16 16 8 0 Date: 3/16/2022 6:00 AM 73 31 25 0 File: H:\26\26392-Cole Valley Christian School\excel\signal 7:00 AM 679 273 44 41 warrants\[Signal-Warrants_Eratz McMillan Total After SH16.xlsmlDatalnout 8:00AM 351 300 41 258 Intersection: Eratz Place/McMillan 9:00 AM 170 55 30 6 Scenario: Year 2025 Total After SH-16 10:00 AM 271 56 33 0 11:00 AM 129 105 35 0 12:00 PM 91 47 38 0 1:00 PM 151 68 40 0 Warrant Summary 2:00 PM 675 160 44 40 Warrant Name Analyzed? Met? 3:00 PM 419 280 50 198 #1 Eight-Hour Vehicular Volume Yes No 4:00 PM 224 183 60 45 #2 Four-Hour Vehicular volume Yes No 5:00PM 293 213 58 0 #3 Peak Hour Yes Yes 6:00 PM 194 140 48 0 #4 Pedestrian Volume No - 7:00 PM 153 82 34 0 #5 School Crossing No - 8:00 PM 105 32 31 0 #6 Coordinated Signal System No - 9:00 PM 452 46 22 0 #7 Crash Experience No - 10:00 PM 67 15 10 0 #8 Roadway Network No - 11:00 PM 16 5 6 0 #9 Intersection Near a Grade Crossing No - Input Parameters Volume Adjustment Factor= 1.0 Warrant#1-Eight Hour North-South Approach= Minor Hours That Condition for Warrant Major Street Minor Street Signal Warrant East-West Approach= Major Condition Condition Is Warrant Factor Factor Requirement Requirement Met Met? Met? Major Street Thru Lanes= 1 Minor Street Thru Lanes= 1 A 500 150 2 No 100% No Speed>40 mph? Yes B 750 75 0 No Population<10,000? Yes 80% A 400 120 2 No No Warrant Factor 70% B 600 60 2 No Peak Hour or Daily Count? Daily 70% A 350 105 2 No No B 525 53 2 No 56% A 280 84 2 No No B 420 42 5 No Warrant#2-Four Hour -2 Major/2Minor Warrant#3-Peak Hour —2 Major/2 Minor -2 Major/1 Minor =2 Major/1 Minor 70%Warrant Factor —1 Major/2Minor 70%Warrant Factor �1 Major /2Minor 400 _1 Major/1 Minor Soo -1 Major/1 Minor X Traffic Volumes X Traffic Volumes 400 300 a W a X 0 300 O c .0 �\200 m w s m = 200 x 100 100 y�X X X X X X X (* 0 0 0 500 1000 1500 2000 2500 3000 0 500 1000 1500 2000 2500 3000 Combined Major Street Combined Major Street Queues Cole Valley Christian School TIS 4: Glassford Ave/Eratz Place & McMillan Road Total 2025 After SH16 AM Peak Hour t Lane Group EBL EBT WBL WBT WBR NBT SBL SBT Lane Group Flow(vph) 76 390 27 480 366 86 279 60 v/c Ratio 0.33 0.54 0.09 0.67 0.44 0.30 0.59 0.07 Control Delay 19.0 17.8 14.2 21.9 4.1 8.5 21.5 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.0 17.8 14.2 21.9 4.1 8.5 21.5 0.2 Queue Length 50th(ft) 16 91 5 119 0 0 72 0 Queue Length 95th(ft) 57 #226 23 #306 50 28 142 0 Internal Link Dist(ft) 1230 3783 686 444 Turn Bay Length(ft) 200 100 200 200 Base Capacity(vph) 231 718 298 718 830 643 683 950 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.33 0.54 0.09 0.67 0.44 0.13 0.41 0.06 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 03/16/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 4: Glassford Ave/Eratz Place & McMillan Road Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(vph) 68 347 4 25 432 329 11 0 68 251 0 54 Future Volume(vph) 68 347 4 25 432 329 11 0 68 251 0 54 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 0.88 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 1.00 Satd. Flow(prot) 1710 1797 1676 1800 1530 1549 1710 1530 Flt Permitted 0.32 1.00 0.42 1.00 1.00 0.94 0.95 1.00 Satd. Flow(perm) 580 1797 749 1800 1530 1464 1710 1530 Peak-hour factor, PHF 0.90 0.90 0.92 0.92 0.90 0.90 0.92 0.92 0.92 0.90 0.92 0.90 Adj. Flow(vph) 76 386 4 27 480 366 12 0 74 279 0 60 RTOR Reduction(vph) 0 1 0 0 0 225 0 80 0 0 44 0 Lane Group Flow(vph) 76 389 0 27 480 141 0 6 0 279 16 0 Heavy Vehicles(%) 0% 0% 2% 2% 0% 0% 2% 2% 2% 0% 2% 0% Turn Type Perm NA Perm NA Perm Perm NA Split NA Protected Phases 6 2 8 4 4 Permitted Phases 6 2 2 8 Actuated Green,G(s) 18.7 18.7 18.7 18.7 18.7 3.5 12.9 12.9 Effective Green, g(s) 18.7 18.7 18.7 18.7 18.7 3.5 12.9 12.9 Actuated g/C Ratio 0.38 0.38 0.38 0.38 0.38 0.07 0.27 0.27 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 223 691 288 692 588 105 453 406 v/s Ratio Prot 0.22 c0.27 c0.16 0.01 v/s Ratio Perm 0.13 0.04 0.09 c0.00 v/c Ratio 0.34 0.56 0.09 0.69 0.24 0.06 0.62 0.04 Uniform Delay,d1 10.6 11.7 9.5 12.5 10.1 21.0 15.7 13.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.9 1.1 0.1 3.0 0.2 0.2 2.5 0.0 Delay(s) 11.5 12.8 9.7 15.6 10.3 21.3 18.2 13.3 Level of Service B B A B B C B B Approach Delay(s) 12.6 13.2 21.3 17.3 Approach LOS B B C B Intersection Summary HCM 2000 Control Delay 14.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length(s) 48.6 Sum of lost time(s) 13.5 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/16/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 4: Glassford Ave/Eratz Place & McMillan Road Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(veh/h) 68 347 4 25 432 329 11 0 68 251 0 54 Future Volume(veh/h) 68 347 4 25 432 329 11 0 68 251 0 54 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1772 1772 1800 1800 1772 1772 1772 1800 1772 1800 Adj Flow Rate,veh/h 76 386 4 27 480 366 12 0 74 279 0 60 Peak Hour Factor 0.90 0.90 0.92 0.92 0.90 0.90 0.92 0.92 0.92 0.90 0.92 0.90 Percent Heavy Veh,% 0 0 2 2 0 0 2 2 2 0 2 0 Cap,vehlh 312 666 7 375 674 572 16 0 100 379 0 332 Arrive On Green 0.37 0.37 0.37 0.37 0.37 0.37 0.08 0.00 0.08 0.22 0.00 0.22 Sat Flow,vehlh 929 1778 18 994 1800 1525 213 0 1312 1714 0 1502 Grp Volume(v),veh/h 76 0 390 27 480 366 86 0 0 279 0 60 Grp Sat Flow(s),vehlh/In 929 0 1797 994 1800 1525 1525 0 0 1714 0 1502 Q Serve(g_s),s 3.1 0.0 7.1 0.9 9.3 8.1 2.3 0.0 0.0 6.2 0.0 1.3 Cycle Q Clear(g_c),s 12.5 0.0 7.1 8.0 9.3 8.1 2.3 0.0 0.0 6.2 0.0 1.3 Prop In Lane 1.00 0.01 1.00 1.00 0.14 0.86 1.00 1.00 Lane Grp Cap(c),veh/h 312 0 673 375 674 572 116 0 0 379 0 332 V/C Ratio(X) 0.24 0.00 0.58 0.07 0.71 0.64 0.74 0.00 0.00 0.74 0.00 0.18 Avail Cap(c_a),vehlh 371 0 787 438 788 668 668 0 0 751 0 657 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 16.3 0.0 10.3 13.5 11.0 10.6 18.6 0.0 0.0 14.9 0.0 13.0 Incr Delay(d2),s/veh 0.4 0.0 0.8 0.1 2.5 1.6 8.9 0.0 0.0 2.8 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(50%),veh/In 0.6 0.0 2.3 0.2 3.3 2.3 1.0 0.0 0.0 2.3 0.0 0.4 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 16.7 0.0 11.1 13.6 13.5 12.2 27.5 0.0 0.0 17.7 0.0 13.3 LnGrp LOS B A B B B B C A A B A B Approach Vol,vehlh 466 873 86 339 Approach Delay,s/veh 12.0 12.9 27.5 16.9 Approach LOS B B C B Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 19.9 13.6 19.9 7.6 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 18.0 18.0 18.0 18.0 Max Q Clear Time(g_c+ll),s 11.3 8.2 14.5 4.3 Green Ext Time(p-c),s 2.6 0.9 0.9 0.3 Intersection Summary HCM 6th Ctrl Delay 14.2 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. Kittelson&Associates Synchro 11 Report 03/16/2022 Page 3 Queues Cole Valley Christian School TIS 4: Glassford Ave/Eratz Place & McMillan Road Total 2025 After SH16 PM School Peak Hour t Lane Group EBL EBT WBL WBT WBR NBT SBL SBT Lane Group Flow(vph) 42 441 90 317 206 56 269 58 v/c Ratio 0.11 0.60 0.32 0.42 0.27 0.21 0.59 0.07 Control Delay 13.2 18.9 17.2 14.8 3.8 4.5 21.4 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 13.2 18.9 17.2 14.8 3.8 4.5 21.4 0.2 Queue Length 50th(ft) 8 105 19 69 0 0 69 0 Queue Length 95th(ft) 29 #264 61 153 37 13 131 0 Internal Link Dist(ft) 1230 3783 686 444 Turn Bay Length(ft) 200 100 200 200 Base Capacity(vph) 393 744 283 753 765 631 668 988 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.59 0.32 0.42 0.27 0.09 0.40 0.06 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 03/16/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 4: Glassford Ave/Eratz Place & McMillan Road Total 2025 After SH16 PM School Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(vph) 38 385 12 83 285 185 7 0 44 242 0 52 Future Volume(vph) 38 385 12 83 285 185 7 0 44 242 0 52 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 0.88 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 1.00 Satd. Flow(prot) 1710 1757 1676 1782 1530 1549 1710 1530 Flt Permitted 0.52 1.00 0.38 1.00 1.00 0.94 0.95 1.00 Satd. Flow(perm) 933 1757 670 1782 1530 1464 1710 1530 Peak-hour factor, PHF 0.90 0.90 0.92 0.92 0.90 0.90 0.92 0.92 0.92 0.90 0.92 0.90 Adj. Flow(vph) 42 428 13 90 317 206 8 0 48 269 0 58 RTOR Reduction(vph) 0 1 0 0 0 123 0 52 0 0 43 0 Lane Group Flow(vph) 42 440 0 90 317 83 0 4 0 269 15 0 Heavy Vehicles(%) 0% 2% 2% 2% 1% 0% 2% 2% 2% 0% 2% 0% Turn Type Perm NA Perm NA Perm Perm NA Split NA Protected Phases 6 2 8 4 4 Permitted Phases 6 2 2 8 Actuated Green,G(s) 19.8 19.8 19.8 19.8 19.8 3.1 12.6 12.6 Effective Green, g(s) 19.8 19.8 19.8 19.8 19.8 3.1 12.6 12.6 Actuated g/C Ratio 0.40 0.40 0.40 0.40 0.40 0.06 0.26 0.26 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 377 709 270 720 618 92 439 393 v/s Ratio Prot c0.25 0.18 c0.16 0.01 v/s Ratio Perm 0.05 0.13 0.05 c0.00 v/c Ratio 0.11 0.62 0.33 0.44 0.13 0.04 0.61 0.04 Uniform Delay,d1 9.1 11.6 10.1 10.6 9.2 21.6 16.0 13.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 1.7 0.7 0.4 0.1 0.2 2.5 0.0 Delay(s) 9.2 13.3 10.8 11.0 9.3 21.7 18.6 13.7 Level of Service A B B B A C B B Approach Delay(s) 12.9 10.4 21.7 17.7 Approach LOS B B C B Intersection Summary HCM 2000 Control Delay 13.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length(s) 49.0 Sum of lost time(s) 13.5 Intersection Capacity Utilization 59.1% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/16/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 4: Glassford Ave/Eratz Place & McMillan Road Total 2025 After SH16 PM School Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(veh/h) 38 385 12 83 285 185 7 0 44 242 0 52 Future Volume(veh/h) 38 385 12 83 285 185 7 0 44 242 0 52 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1772 1772 1772 1786 1800 1772 1772 1772 1800 1772 1800 Adj Flow Rate,veh/h 42 428 13 90 317 206 8 0 48 269 0 58 Peak Hour Factor 0.90 0.90 0.92 0.92 0.90 0.90 0.92 0.92 0.92 0.90 0.92 0.90 Percent Heavy Veh,% 0 2 2 2 1 0 2 2 2 0 2 0 Cap,vehlh 405 647 20 349 676 577 13 0 76 366 0 321 Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.06 0.00 0.06 0.21 0.00 0.21 Sat Flow,vehlh 893 1711 52 948 1786 1525 218 0 1308 1714 0 1502 Grp Volume(v),veh/h 42 0 441 90 317 206 56 0 0 269 0 58 Grp Sat Flow(s),vehlh/In 893 0 1763 948 1786 1525 1526 0 0 1714 0 1502 Q Serve(g_s),s 1.4 0.0 8.0 3.4 5.2 3.7 1.4 0.0 0.0 5.7 0.0 1.2 Cycle Q Clear(g_c),s 6.6 0.0 8.0 11.4 5.2 3.7 1.4 0.0 0.0 5.7 0.0 1.2 Prop In Lane 1.00 0.03 1.00 1.00 0.14 0.86 1.00 1.00 Lane Grp Cap(c),veh/h 405 0 667 349 676 577 89 0 0 366 0 321 V/C Ratio(X) 0.10 0.00 0.66 0.26 0.47 0.36 0.63 0.00 0.00 0.74 0.00 0.18 Avail Cap(c_a),vehlh 483 0 822 432 833 711 712 0 0 799 0 700 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 11.6 0.0 9.9 14.7 9.1 8.6 17.8 0.0 0.0 14.2 0.0 12.4 Incr Delay(d2),s/veh 0.1 0.0 1.4 0.4 0.5 0.4 7.1 0.0 0.0 2.9 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(50%),veh/In 0.2 0.0 2.0 0.5 1.2 0.7 0.6 0.0 0.0 2.1 0.0 0.4 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 11.7 0.0 11.4 15.0 9.6 9.0 24.8 0.0 0.0 17.0 0.0 12.7 LnGrp LOS B A B B A A C A A B A B Approach Vol,vehlh 483 613 56 327 Approach Delay,s/veh 11.4 10.2 24.8 16.3 Approach LOS B B C B Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 19.1 12.7 19.1 6.8 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 18.0 18.0 18.0 18.0 Max Q Clear Time(g_c+I1),s 13.4 7.7 10.0 3.4 Green Ext Time(p-c),s 1.2 0.8 1.6 0.2 Intersection Summary HCM 6th Ctrl Delay 12.5 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 03/16/2022 Page 3 KITTELSON&ASSOCIATES,INC. Analysis Traffic Volumes 610 SW Alder,Suite 700 Hour Major Street Minor Street A Portland,Oregon 97205 Begin End EB WB NB SB \ (503)228-5230 12:00 AM 1:00 AM 10 6 2 8 1:00 AM 0 2 0 0 2:00 AM 0 5 2 0 Project#: 26392 3:00 AM 3 5 7 13 Project Name: Cole Valley Christian School 4:00 AM 13 8 16 21 Analyst: Kittelson&Associates 5:00 AM 20 33 24 122 Date: 2/24/2022 6:00 AM 88 88 122 244 File: H:\26\26392-Cole Valley Christian School\excel\signal 7:00 AM 824 593 263 566 warrants\[Signal-Warrants_McDermott McMillan Total Before SH16.xismlDatalnout 8:00AM 424 240 316 340 Intersection: McDermott/McMillan 9:00AM 206 122 184 345 Scenario: Year 2025 Total Before SH-16 10:00 AM 330 132 183 307 11:00 AM 157 214 186 391 12:00 PM 111 129 214 391 1:00 PM 183 156 245 256 Warrant Summary 2:00 PM 820 295 220 369 Warrant Name Analyzed? Met? 3:00 PM 507 345 353 352 #1 Eight-Hour Vehicular Volume Yes Yes 4:00 PM 271 318 393 424 #2 Four-Hour Vehicular volume Yes Yes 5:00PM 356 451 524 416 #3 Peak Hour Yes Yes 6:00 PM 235 277 285 286 #4 Pedestrian Volume No - 7:00 PM 186 172 122 143 #5 School Crossing No - 8:00 PM 127 73 73 97 #6 Coordinated Signal System No - 9:00 PM 549 94 73 50 #7 Crash Experience No - 10:00 PM 82 30 19 17 #8 Roadway Network No - 11:00 PM 20 11 9 21 #9 Intersection Near a Grade Crossing No - Input Parameters Volume Adjustment Factor= 1.0 Warrant#1-Eight Hour North-South Approach= Minor Hours That Condition for Warrant Major Street Minor Street Signal Warrant East-West Approach= Major Condition Condition Is Warrant Factor Factor Requirement Requirement Met Met? Met? Major Street Thru Lanes= 1 Minor Street Thru Lanes= 1 A 500 150 7 No 100% No Speed>40 mph? Yes B 750 75 4 No Population<10,000? Yes 80% A 400 120 8 Yes Yes Warrant Factor 70% B 600 60 6 No Peak Hour or Daily Count? Daily A 350 105 10 Yes 70% Yes B 525 53 7 No A 280 84 12 Yes 56% Yes B 420 42 9 Yes Warrant#2-Four Hour -2 Major/2Minor Warrant#3-Peak Hour —2 Major/2 Minor -2 Major/1 Minor =2 Major/1 Minor 70%Warrant Factor -1 Major/2 Minor 70%Warrant Factor �1Major/2Minor 400 -1 Major/1 Minor 500 -1 Major/1 Minor X X X Traffic Volumes X Traffic Volumes X X X X 400 X X 300 X a a X X n X 0 300 O c 200 X X m w s m = 200 2 X X X 100 X 100 X X X 0 0 0 500 1000 1500 2000 2500 3000 0 500 1000 1500 2000 2500 3000 Combined Major Street Combined Major Street Queues Cole Valley Christian School TIS 5: Mcdermott Road & McMillan Road II Total 2025 Before SH16 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 48 896 27 971 217 85 49 94 v/c Ratio 0.27 0.84 0.11 0.93 0.83 0.36 0.21 0.59 Control Delay 9.9 26.4 7.0 38.2 64.1 40.8 35.2 50.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 9.9 26.4 7.0 38.2 64.1 40.8 35.2 50.9 Queue Length 50th(ft) 10 499 6 597 130 42 26 47 Queue Length 95th(ft) 22 #811 14 #930 #227 95 59 101 Internal Link Dist(ft) 1241 2462 5192 5201 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 234 1070 302 1039 261 233 272 183 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.84 0.09 0.93 0.83 0.36 0.18 0.51 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 03/30/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 5: Mcdermott Road & McMillan Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 43 645 161 24 784 90 195 50 26 44 51 33 Future Volume(vph) 43 645 161 24 784 90 195 50 26 44 51 33 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.98 1.00 0.95 1.00 0.94 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1746 1710 1772 1710 1686 1710 1673 Flt Permitted 0.07 1.00 0.13 1.00 0.50 1.00 0.70 1.00 Satd. Flow(perm) 119 1746 241 1772 893 1686 1263 1673 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 48 717 179 27 871 100 217 56 29 49 57 37 RTOR Reduction(vph) 0 7 0 0 3 0 0 17 0 0 21 0 Lane Group Flow(vph) 48 889 0 27 968 0 217 68 0 49 73 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 2% 0% 0% 2% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green,G(s) 68.1 62.8 64.9 61.2 23.3 13.3 16.3 9.8 Effective Green, g(s) 68.1 62.8 64.9 61.2 23.3 13.3 16.3 9.8 Actuated g/C Ratio 0.64 0.59 0.61 0.58 0.22 0.13 0.15 0.09 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 155 1031 198 1020 272 210 221 154 v/s Ratio Prot c0.02 0.51 0.00 c0.55 c0.07 0.04 0.01 0.04 v/s Ratio Perm 0.18 0.08 c0.10 0.02 v/c Ratio 0.31 0.86 0.14 0.95 0.80 0.33 0.22 0.47 Uniform Delay,d1 19.6 18.1 14.8 21.1 37.9 42.4 39.2 45.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.1 9.5 0.3 18.2 14.9 0.9 0.5 2.3 Delay(s) 20.8 27.6 15.1 39.3 52.8 43.3 39.7 48.1 Level of Service C C B D D D D D Approach Delay(s) 27.2 38.6 50.1 45.2 Approach LOS C D D D Intersection Summary HCM 2000 Control Delay 36.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.90 Actuated Cycle Length(s) 106.3 Sum of lost time(s) 20.0 Intersection Capacity Utilization 75.7% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/30/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 5: Mcdermott Road & McMillan Road Total 2025 Before SH16 AIM Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 43 645 161 24 784 90 195 50 26 44 51 33 Future Volume(veh/h) 43 645 161 24 784 90 195 50 26 44 51 33 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1772 1800 1800 1772 1800 Adj Flow Rate,veh/h 48 717 179 27 871 100 217 56 29 49 57 37 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 0 0 0 2 0 0 2 0 Cap,vehlh 189 837 209 228 938 108 267 151 78 236 76 50 Arrive On Green 0.04 0.60 0.60 0.03 0.59 0.59 0.10 0.14 0.14 0.04 0.08 0.08 Sat Flow,vehlh 1714 1390 347 1714 1585 182 1714 1100 570 1714 1003 651 Grp Volume(v),veh/h 48 0 896 27 0 971 217 0 85 49 0 94 Grp Sat Flow(s),vehlh/In 1714 0 1738 1714 0 1767 1714 0 1669 1714 0 1655 Q Serve(g_s),s 1.1 0.0 43.0 0.6 0.0 50.5 10.0 0.0 4.7 2.6 0.0 5.6 Cycle Q Clear(g_c),s 1.1 0.0 43.0 0.6 0.0 50.5 10.0 0.0 4.7 2.6 0.0 5.6 Prop In Lane 1.00 0.20 1.00 0.10 1.00 0.34 1.00 0.39 Lane Grp Cap(c),veh/h 189 0 1046 228 0 1046 267 0 230 236 0 126 V/C Ratio(X) 0.25 0.00 0.86 0.12 0.00 0.93 0.81 0.00 0.37 0.21 0.00 0.75 Avail Cap(c_a),vehlh 295 0 1046 352 0 1046 267 0 230 341 0 163 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 20.9 0.0 16.6 16.6 0.0 18.8 39.1 0.0 39.7 41.1 0.0 45.9 Incr Delay(d2),s/veh 0.7 0.0 9.0 0.2 0.0 15.2 17.2 0.0 1.0 0.4 0.0 12.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 0.0 16.4 0.2 0.0 21.1 6.0 0.0 1.9 1.1 0.0 2.7 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 21.6 0.0 25.6 16.8 0.0 34.0 56.3 0.0 40.7 41.5 0.0 58.7 LnGrp LOS C A C B A C E A D D A E Approach Vol,vehlh 944 998 302 143 Approach Delay,s/veh 25.4 33.5 51.9 52.8 Approach LOS C C D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 8.7 19.0 7.7 66.0 15.0 12.7 8.7 65.0 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 10.0 10.0 10.0 60.0 10.0 10.0 10.0 60.0 Max Q Clear Time(g_c+I1),s 4.6 6.7 2.6 45.0 12.0 7.6 3.1 52.5 Green Ext Time(p-c),s 0.0 0.1 0.0 5.4 0.0 0.1 0.0 3.8 Intersection Summary HCM 6th Ctrl Delay 33.8 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 03/30/2022 Page 3 Queues Cole Valley Christian School TIS 5: Mcdermott Road & McMillan Road Total 2025II Before SH16 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 60 872 20 617 158 54 7 37 v/c Ratio 0.18 0.92 0.09 0.70 0.45 0.12 0.03 0.23 Control Delay 8.1 35.3 7.9 22.0 28.1 21.5 23.3 30.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 8.1 35.3 7.9 22.0 28.1 21.5 23.3 30.9 Queue Length 50th(ft) 11 304 4 246 59 13 2 12 Queue Length 95th(ft) 27 #750 12 409 123 52 13 42 Internal Link Dist(ft) 1241 2462 5192 5201 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 403 948 303 922 354 455 282 334 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.15 0.92 0.07 0.67 0.45 0.12 0.02 0.11 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 03/30/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 5: Mcdermott Road & McMillan Road Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 54 641 144 18 502 53 142 34 14 6 23 10 Future Volume(vph) 54 641 144 18 502 53 142 34 14 6 23 10 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.99 1.00 0.96 1.00 0.96 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1750 1710 1758 1710 1720 1425 1661 Flt Permitted 0.22 1.00 0.10 1.00 0.50 1.00 0.72 1.00 Satd. Flow(perm) 397 1750 182 1758 907 1720 1083 1661 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 60 712 160 20 558 59 158 38 16 7 26 11 RTOR Reduction(vph) 0 8 0 0 4 0 0 12 0 0 10 0 Lane Group Flow(vph) 60 864 0 20 613 0 158 42 0 7 27 0 Heavy Vehicles(%) 0% 0% 0% 0% 1% 0% 0% 0% 0% 20% 5% 0% Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green,G(s) 45.7 41.5 41.9 39.6 25.6 19.4 12.2 11.0 Effective Green, g(s) 45.7 41.5 41.9 39.6 25.6 19.4 12.2 11.0 Actuated g/C Ratio 0.54 0.49 0.50 0.47 0.30 0.23 0.14 0.13 Clearance Time(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 280 860 131 824 366 395 161 216 v/s Ratio Prot c0.01 c0.49 0.00 0.35 c0.05 0.02 0.00 0.02 v/s Ratio Perm 0.11 0.07 c0.08 0.01 v/c Ratio 0.21 1.01 0.15 0.74 0.43 0.11 0.04 0.13 Uniform Delay,d1 11.8 21.5 17.6 18.3 22.7 25.7 31.0 32.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.4 31.9 0.5 3.7 0.8 0.1 0.1 0.3 Delay(s) 12.2 53.4 18.1 21.9 23.6 25.8 31.1 32.7 Level of Service B D B C C C C C Approach Delay(s) 50.7 21.8 24.1 32.5 Approach LOS D C C C Intersection Summary HCM 2000 Control Delay 37.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length(s) 84.4 Sum of lost time(s) 20.0 Intersection Capacity Utilization 70.7% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/30/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 5: Mcdermott Road & McMillan Road Total 2025 Before SH16 PM School Peak Hour --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 54 641 144 18 502 53 142 34 14 6 23 10 Future Volume(veh/h) 54 641 144 18 502 53 142 34 14 6 23 10 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1786 1800 1800 1800 1800 1519 1730 1800 Adj Flow Rate,veh/h 60 712 160 20 558 59 158 38 16 7 26 11 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 1 0 0 0 0 20 5 0 Cap,vehlh 372 750 169 173 797 84 346 198 84 192 80 34 Arrive On Green 0.05 0.53 0.53 0.02 0.50 0.50 0.11 0.16 0.16 0.01 0.07 0.07 Sat Flow,vehlh 1714 1423 320 1714 1588 168 1714 1203 506 1447 1154 488 Grp Volume(v),veh/h 60 0 872 20 0 617 158 0 54 7 0 37 Grp Sat Flow(s),vehlh/In 1714 0 1742 1714 0 1756 1714 0 1709 1447 0 1642 Q Serve(g_s),s 1.2 0.0 34.3 0.4 0.0 19.6 5.9 0.0 2.0 0.3 0.0 1.6 Cycle Q Clear(g_c),s 1.2 0.0 34.3 0.4 0.0 19.6 5.9 0.0 2.0 0.3 0.0 1.6 Prop In Lane 1.00 0.18 1.00 0.10 1.00 0.30 1.00 0.30 Lane Grp Cap(c),veh/h 372 0 919 173 0 881 346 0 282 192 0 113 V/C Ratio(X) 0.16 0.00 0.95 0.12 0.00 0.70 0.46 0.00 0.19 0.04 0.00 0.33 Avail Cap(c_a),vehlh 525 0 961 370 0 968 402 0 353 379 0 340 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 10.5 0.0 16.2 15.8 0.0 13.9 25.6 0.0 26.1 31.0 0.0 32.2 Incr Delay(d2),s/veh 0.2 0.0 17.6 0.3 0.0 2.0 0.9 0.0 0.3 0.1 0.0 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.3 0.0 14.5 0.1 0.0 6.4 2.2 0.0 0.8 0.1 0.0 0.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 10.7 0.0 33.9 16.1 0.0 15.9 26.5 0.0 26.4 31.0 0.0 33.8 LnGrp LOS B A C B A B C A C C A C Approach Vol,vehlh 932 637 212 44 Approach Delay,s/veh 32.4 15.9 26.5 33.4 Approach LOS C B C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 5.7 17.0 6.7 43.2 12.6 10.0 8.5 41.4 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 10.0 15.0 10.0 40.0 10.0 15.0 10.0 40.0 Max Q Clear Time(g_c+ll),s 2.3 4.0 2.4 36.3 7.9 3.6 3.2 21.6 Green Ext Time(p-c),s 0.0 0.1 0.0 1.9 0.1 0.1 0.0 3.4 Intersection Summary HCM 6th Ctrl Delay 26.0 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 03/30/2022 Page 3 MOVEMENT SUMMARY Site: 7 [Black Cat/ McMillan] Total 2025 Before SH-16 AM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average A16 - Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Black Cat 3 L2 155 0.0 0.597 15.1 LOS C 4.5 113.5 0.77 0.96 1.32 29.8 8 T1 270 4.0 0.597 15.3 LOS C 4.5 113.5 0.77 0.96 1.32 29.6 18 R2 76 2.0 0.106 6.1 LOS A 0.4 9.9 0.57 0.55 0.57 33.3 Approach 501 2.5 0.597 13.8 LOS B 4.5 113.5 0.74 0.89 1.21 30.2 East: McMillan Road 1 L2 32 4.0 0.870 32.4 LOS D 16.1 402.6 1.00 1.58 2.66 24.7 6 T1 579 0.0 0.870 32.2 LOS D 16.1 402.6 1.00 1.58 2.66 24.7 16 R2 41 3.0 0.870 32.4 LOS D 16.1 402.6 1.00 1.58 2.66 24.2 Approach 652 0.4 0.870 32.2 LOS D 16.1 402.6 1.00 1.58 2.66 24.7 North: Black Cat 7 L2 43 0.0 0.599 15.4 LOS C 4.5 112.1 0.78 0.96 1.34 30.1 4 T1 237 1.0 0.599 15.5 LOS C 4.5 112.1 0.78 0.96 1.34 30.0 14 R2 225 0.0 0.599 12.0 LOS B 4.5 112.1 0.71 0.82 1.06 30.6 Approach 505 0.5 0.599 14.0 LOS B 4.5 112.1 0.75 0.90 1.21 30.3 West: McMillan Road 5 L2 159 0.0 0.826 22.2 LOS C 20.8 519.3 1.00 1.37 2.07 27.6 2 T1 527 0.0 0.826 22.2 LOS C 20.8 519.3 1.00 1.37 2.07 27.5 12 R2 140 0.0 0.826 22.2 LOS C 20.8 519.3 1.00 1.37 2.07 26.9 Approach 826 0.0 0.826 22.2 LOS C 20.8 519.3 1.00 1.37 2.07 27.4 All Vehicles 2485 0.7 0.870 21.5 LOS C 20.8 519.3 0.90 1.23 1.88 27.7 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 1 Copyright©2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Tuesday,February 8,2022 3:45:39 PM Project: H:\26\26392-Cole Valley Christian School\sidra\mitigated\Black Cat&McMillan\26392_Total Before 16_AM_Black Cat- McMillan_roundabout.sip8 MOVEMENT SUMMARY Site: 7 [Black Cat/ McMillan] Total 2025 Before SH16 PM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average A16 - Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Black Cat 3 L2 117 4.0 0.479 11.0 LOS B 2.9 76.1 0.68 0.77 0.95 31.5 8 T1 264 5.0 0.479 11.0 LOS B 2.9 76.1 0.68 0.77 0.95 31.5 18 R2 73 0.0 0.088 5.2 LOS A 0.3 8.3 0.52 0.46 0.52 33.9 Approach 453 3.9 0.479 10.1 LOS B 2.9 76.1 0.65 0.72 0.88 31.8 East: McMillan Road 1 L2 100 0.0 0.790 23.0 LOS C 12.1 305.4 0.94 1.35 2.05 27.3 6 T1 422 1.0 0.790 23.1 LOS C 12.1 305.4 0.94 1.35 2.05 27.2 16 R2 110 0.0 0.790 23.0 LOS C 12.1 305.4 0.94 1.35 2.05 26.6 Approach 632 0.7 0.790 23.1 LOS C 12.1 305.4 0.94 1.35 2.05 27.2 North: Black Cat 7 L2 50 0.0 0.522 12.3 LOS B 3.4 88.9 0.71 0.84 1.09 31.3 4 T1 295 7.0 0.522 12.6 LOS B 3.4 88.9 0.71 0.84 1.09 31.2 14 R2 128 0.0 0.522 8.0 LOS A 3.4 88.9 0.61 0.63 0.74 32.4 Approach 473 4.4 0.522 11.3 LOS B 3.4 88.9 0.68 0.79 1.00 31.5 West: McMillan Road 5 L2 129 0.0 0.774 20.9 LOS C 12.4 311.4 0.93 1.31 1.92 28.0 2 T1 405 1.0 0.774 20.9 LOS C 12.4 311.4 0.93 1.31 1.92 27.9 12 R2 126 0.0 0.774 20.9 LOS C 12.4 311.4 0.93 1.31 1.92 27.3 Approach 660 0.6 0.774 20.9 LOS C 12.4 311.4 0.93 1.31 1.92 27.8 All Vehicles 2219 2.1 0.790 17.3 LOS C 12.4 311.4 0.82 1.09 1.55 29.1 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 1 Copyright©2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Tuesday,February 8,2022 3:46:17 PM Project: H:\26\26392-Cole Valley Christian School\sidra\mitigated\Black Cat&McMillan\26392_Total Before 16_PM_Black Cat- McMillan_roundabout.sip8 KITTELSON&ASSOCIATES,INC. Analysis Traffic Volumes 610 SW Alder,Suite 700 Hour Major Street Minor Street A Portland,Oregon 97205 Begin End EB WB NB SB \ (503)228-5230 12:00 AM 1:00 AM 1 8 11 3 1:00 AM 0 3 3 4 2:00 AM 0 6 3 4 Project#: 26392 3:00 AM 3 2 2 3 Project Name: Cole Valley Christian School 4:00 AM 6 7 14 7 Analyst: Kittelson&Associates 5:00 AM 14 27 30 51 Date: 3/1/2022 6:00 AM 65 72 113 119 File: H:\26\26392-Cole Valley Christian School\excel\signal 7:00 AM 382 258 325 327 warrants\old_Black Cat&McMillan\[Signal- Warrants BlackCat McMillan Total Before 8:00 AM 299 254 314 332 Intersection: Black Cat/McMillan 9:00AM 106 202 215 284 Scenario: Year 2025 Total Before SH-16 10:00 AM 142 190 174 202 11:00 AM 85 289 209 227 12:00 PM 65 259 261 254 1:00 PM 83 276 250 239 Warrant Summary 2:00 PM 315 323 296 276 Warrant Name Analyzed? Met? 3:00 PM 338 437 371 336 #1 Eight-Hour Vehicular Volume Yes Yes 4:00 PM 168 434 379 424 #2 Four-Hour Vehicular volume Yes Yes 5:00PM 112 451 317 406 #3 Peak Hour Yes Yes 6:00 PM 79 294 206 229 #4 Pedestrian Volume No - 7:00 PM 48 253 144 127 #5 School Crossing No - 8:00 PM 236 165 107 78 #6 Coordinated Signal System No - 9:00 PM 45 115 69 68 #7 Crash Experience No - 10:00 PM 7 64 51 32 #8 Roadway Network No - 11:00 PM 3 30 36 17 #9 Intersection Near a Grade Crossing No - Input Parameters Volume Adjustment Factor= 1.0 Warrant#1-Eight Hour North-South Approach= Minor Hours That Condition for Warrant Major Street Minor Street Signal Warrant East-West Approach= Major Condition Condition Is Warrant Factor Factor Requirement Requirement Met Met? Met? Major Street Thru Lanes= 1 Minor Street Thru Lanes= 1 A 500 150 6 No 100% No Speed>40 mph? Yes B 750 75 1 No Population<10,000? Yes 80% A 400 120 6 No No Warrant Factor 70% B 600 60 4 No Peak Hour or Daily Count? Daily A 350 105 10 Yes 70% Yes B 525 53 6 No 56% A 280 84 14 Yes yes B 420 42 6 No Warrant#2-Four Hour -2 Major/2Minor Warrant#3-Peak Hour —2 Major/2 Minor -2 Major/1 Minor =2 Major/1 Minor 70%Warrant Factor -1 Major/2 Minor 70%Warrant Factor �1Major/2Minor 400 _1 Major/1 Minor Soo -1 Major/1 Minor X Traffic Volumes X Traffic Volumes 2C ** 400 - \ X I 300 X a W a 0 300 O c 200 w s m = 200 2 100 * * X * 100 AK X X 0 0 0 500 1000 1500 2000 2500 3000 0 500 1000 1500 2000 2500 3000 Combined Major Street Combined Major Street Queues Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road II Total 2025 Before SH16 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 159 667 32 620 155 346 43 462 v/c Ratio 0.78 0.82 0.20 0.76 0.77 0.56 0.15 0.71 Control Delay 43.4 22.7 12.8 19.4 44.5 17.1 13.9 19.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 43.4 22.7 12.8 19.4 44.5 17.1 13.9 19.0 Queue Length 50th(ft) 44 181 6 166 47 87 10 107 Queue Length 95th(ft) #141 #364 23 281 #137 157 29 202 Internal Link Dist(ft) 2621 5200 5198 5193 Turn Bay Length(ft) 200 200 200 200 Base Capacity(vph) 265 1047 213 1058 266 801 384 826 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.60 0.64 0.15 0.59 0.58 0.43 0.11 0.56 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/22/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 145 480 127 29 527 37 141 246 69 39 216 205 Future Volume(vph) 145 480 127 29 527 37 141 246 69 39 216 205 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.97 1.00 0.99 1.00 0.97 1.00 0.93 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1743 1644 1779 1710 1681 1710 1660 Flt Permitted 0.25 1.00 0.21 1.00 0.32 1.00 0.46 1.00 Satd. Flow(perm) 448 1743 360 1779 568 1681 821 1660 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow(vph) 159 527 140 32 579 41 155 270 76 43 237 225 RTOR Reduction(vph) 0 16 0 0 4 0 0 17 0 0 58 0 Lane Group Flow(vph) 159 651 0 32 616 0 155 329 0 43 404 0 Heavy Vehicles(%) 0% 0% 0% 4% 0% 3% 0% 4% 2% 0% 1% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green,G(s) 23.4 23.4 23.4 23.4 18.3 18.3 18.3 18.3 Effective Green, g(s) 23.4 23.4 23.4 23.4 18.3 18.3 18.3 18.3 Actuated g/C Ratio 0.46 0.46 0.46 0.46 0.36 0.36 0.36 0.36 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 206 804 166 821 205 606 296 599 v/s Ratio Prot c0.37 0.35 0.20 0.24 v/s Ratio Perm 0.35 0.09 c0.27 0.05 v/c Ratio 0.77 0.81 0.19 0.75 0.76 0.54 0.15 0.67 Uniform Delay,d1 11.4 11.7 8.1 11.2 14.2 12.9 10.9 13.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 16.3 6.0 0.6 3.8 14.6 1.0 0.2 3.0 Delay(s) 27.7 17.8 8.6 15.0 28.9 13.9 11.2 16.7 Level of Service C B A B C B B B Approach Delay(s) 19.7 14.7 18.5 16.2 Approach LOS B B B B Intersection Summary HCM 2000 Control Delay 17.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length(s) 50.7 Sum of lost time(s) 9.0 Intersection Capacity Utilization 88.6% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/22/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Total 2025 Before SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 145 480 127 29 527 37 141 246 69 39 216 205 Future Volume(veh/h) 145 480 127 29 527 37 141 246 69 39 216 205 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1744 1800 1758 1800 1744 1772 1800 1786 1800 Adj Flow Rate,veh/h 159 527 140 32 579 41 155 270 76 43 237 225 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,% 0 0 0 4 0 3 0 4 2 0 1 0 Cap,vehlh 278 651 173 231 789 56 243 491 138 343 316 300 Arrive On Green 0.47 0.47 0.47 0.47 0.47 0.47 0.38 0.38 0.38 0.38 0.38 0.38 Sat Flow,vehlh 816 1370 364 757 1661 118 945 1309 368 1051 842 800 Grp Volume(v),veh/h 159 0 667 32 0 620 155 0 346 43 0 462 Grp Sat Flow(s),vehlh/In 816 0 1734 757 0 1779 945 0 1678 1051 0 1642 Q Serve(g_s),s 11.6 0.0 19.7 2.3 0.0 16.9 7.8 0.0 9.7 2.0 0.0 14.7 Cycle Q Clear(g_c),s 28.5 0.0 19.7 21.9 0.0 16.9 22.5 0.0 9.7 11.8 0.0 14.7 Prop In Lane 1.00 0.21 1.00 0.07 1.00 0.22 1.00 0.49 Lane Grp Cap(c),veh/h 278 0 824 231 0 845 243 0 629 343 0 616 V/C Ratio(X) 0.57 0.00 0.81 0.14 0.00 0.73 0.64 0.00 0.55 0.13 0.00 0.75 Avail Cap(c_a),vehlh 278 0 824 231 0 845 243 0 629 343 0 616 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 24.2 0.0 13.4 22.8 0.0 12.7 26.9 0.0 14.8 19.4 0.0 16.3 Incr Delay(d2),s/veh 2.8 0.0 6.1 0.3 0.0 3.3 5.4 0.0 1.0 0.2 0.0 5.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.1 0.0 6.8 0.4 0.0 5.5 2.4 0.0 3.1 0.4 0.0 5.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 27.0 0.0 19.5 23.1 0.0 16.0 32.3 0.0 15.8 19.6 0.0 21.4 LnGrp LOS C A B C A B C A B B A C Approach Vol,vehlh 826 652 501 505 Approach Delay,s/veh 21.0 16.4 20.9 21.3 Approach LOS C B C C Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 27.0 33.0 27.0 33.0 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 22.5 28.5 22.5 28.5 Max Q Clear Time(g_c+I1),s 24.5 30.5 16.7 23.9 Green Ext Time(p-c),s 0.0 0.0 1.4 1.6 Intersection Summary HCM 6th Ctrl Delay 19.8 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 02/22/2022 Page 3 Queues Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Total 2025II Before SH16 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 129 531 100 532 117 337 50 423 v/c Ratio 0.57 0.75 0.44 0.75 0.47 0.55 0.15 0.69 Control Delay 23.9 18.6 17.0 18.8 17.5 12.8 10.1 15.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 23.9 18.6 17.0 18.8 17.5 12.8 10.1 15.9 Queue Length 50th(ft) 20 83 15 84 20 53 8 68 Queue Length 95th(ft) #87 #237 53 #239 56 108 24 140 Internal Link Dist(ft) 2621 5200 5198 5193 Turn Bay Length(ft) 200 200 200 200 Base Capacity(vph) 281 877 283 878 347 853 460 844 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.46 0.61 0.35 0.61 0.34 0.40 0.11 0.50 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/22/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 124 389 121 96 405 106 112 253 70 48 283 123 Future Volume(vph) 124 389 121 96 405 106 112 253 70 48 283 123 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 0.97 1.00 0.97 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1723 1710 1730 1644 1676 1710 1638 Flt Permitted 0.31 1.00 0.32 1.00 0.40 1.00 0.51 1.00 Satd. Flow(perm) 567 1723 569 1730 699 1676 925 1638 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow(vph) 129 405 126 100 422 110 117 264 73 50 295 128 RTOR Reduction(vph) 0 24 0 0 21 0 0 24 0 0 37 0 Lane Group Flow(vph) 129 507 0 100 511 0 117 313 0 50 386 0 Heavy Vehicles(%) 0% 1% 0% 0% 1% 0% 4% 5% 0% 0% 7% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green,G(s) 15.1 15.1 15.1 15.1 13.4 13.4 13.4 13.4 Effective Green, g(s) 15.1 15.1 15.1 15.1 13.4 13.4 13.4 13.4 Actuated g/C Ratio 0.40 0.40 0.40 0.40 0.36 0.36 0.36 0.36 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 228 693 229 696 249 598 330 585 v/s Ratio Prot 0.29 c0.30 0.19 c0.24 v/s Ratio Perm 0.23 0.18 0.17 0.05 v/c Ratio 0.57 0.73 0.44 0.73 0.47 0.52 0.15 0.66 Uniform Delay,d1 8.7 9.5 8.1 9.5 9.3 9.5 8.2 10.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 3.2 4.0 1.3 4.0 1.4 0.8 0.2 2.7 Delay(s) 11.9 13.5 9.5 13.5 10.7 10.4 8.4 12.8 Level of Service B B A B B B A B Approach Delay(s) 13.1 12.9 10.4 12.4 Approach LOS B B B B Intersection Summary HCM 2000 Control Delay 12.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length(s) 37.5 Sum of lost time(s) 9.0 Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/22/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Total 2025 Before SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 124 389 121 96 405 106 112 253 70 48 283 123 Future Volume(veh/h) 124 389 121 96 405 106 112 253 70 48 283 123 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1800 1800 1786 1800 1744 1730 1800 1800 1702 1800 Adj Flow Rate,veh/h 129 405 126 100 422 110 117 264 73 50 295 128 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% 0 1 0 0 1 0 4 5 0 0 7 0 Cap,vehlh 291 534 166 290 558 145 324 505 140 409 436 189 Arrive On Green 0.41 0.41 0.41 0.41 0.41 0.41 0.39 0.39 0.39 0.39 0.39 0.39 Sat Flow,vehlh 886 1306 406 887 1366 356 949 1304 361 1060 1125 488 Grp Volume(v),veh/h 129 0 531 100 0 532 117 0 337 50 0 423 Grp Sat Flow(s),vehlh/In 886 0 1713 887 0 1722 949 0 1665 1060 0 1614 Q Serve(g_s),s 6.3 0.0 11.7 4.8 0.0 11.7 5.1 0.0 6.9 1.7 0.0 9.6 Cycle Q Clear(g_c),s 18.0 0.0 11.7 16.5 0.0 11.7 14.7 0.0 6.9 8.5 0.0 9.6 Prop In Lane 1.00 0.24 1.00 0.21 1.00 0.22 1.00 0.30 Lane Grp Cap(c),veh/h 291 0 700 290 0 703 324 0 645 409 0 625 V/C Ratio(X) 0.44 0.00 0.76 0.34 0.00 0.76 0.36 0.00 0.52 0.12 0.00 0.68 Avail Cap(c_a),vehlh 291 0 700 290 0 703 344 0 680 432 0 659 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 18.9 0.0 11.2 18.2 0.0 11.2 17.3 0.0 10.4 13.6 0.0 11.2 Incr Delay(d2),s/veh 1.1 0.0 4.8 0.7 0.0 4.7 0.7 0.0 0.7 0.1 0.0 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.1 0.0 3.6 0.8 0.0 3.6 0.9 0.0 1.7 0.3 0.0 2.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 20.0 0.0 16.0 19.0 0.0 15.9 18.0 0.0 11.0 13.8 0.0 13.8 LnGrp LOS B A B B A B B A B B A B Approach Vol,vehlh 660 632 454 473 Approach Delay,s/veh 16.8 16.4 12.8 13.8 Approach LOS B B B B Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 21.6 22.5 21.6 22.5 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 18.0 18.0 18.0 18.0 Max Q Clear Time(g_c+ll),s 16.7 20.0 11.6 18.5 Green Ext Time(p-c),s 0.3 0.0 1.4 0.0 Intersection Summary HCM 6th Ctrl Delay 15.2 HCM 6th LOS B Kittelson&Associates Synchro 11 Report 02/22/2022 Page 3 MOVEMENT SUMMARY Site: 7 [Black Cat/ McMillan] Total 2025 After SH-16 AM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average A16 - Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Black Cat 3 L2 92 0.0 0.581 15.6 LOS C 3.9 100.4 0.77 0.95 1.32 29.8 8 T1 287 4.0 0.581 15.8 LOS C 3.9 100.4 0.77 0.95 1.32 29.7 18 R2 76 2.0 0.115 6.7 LOS A 0.4 10.6 0.60 0.60 0.60 33.0 Approach 455 2.9 0.581 14.3 LOS B 3.9 100.4 0.74 0.89 1.20 30.2 East: McMillan Road 1 L2 32 4.0 0.913 39.7 LOS E 18.5 465.0 1.00 1.71 3.09 22.9 6 T1 579 0.0 0.913 39.5 LOS E 18.5 465.0 1.00 1.71 3.09 22.9 16 R2 41 3.0 0.913 39.6 LOS E 18.5 465.0 1.00 1.71 3.09 22.5 Approach 652 0.4 0.913 39.5 LOS E 18.5 465.0 1.00 1.71 3.09 22.9 North: Black Cat 7 L2 43 0.0 0.631 15.9 LOS C 5.3 132.7 0.80 1.00 1.41 30.0 4 T1 248 1.0 0.631 15.9 LOS C 5.3 132.7 0.80 1.00 1.41 29.9 14 R2 273 0.0 0.631 12.5 LOS B 5.3 132.7 0.72 0.85 1.12 30.4 Approach 564 0.4 0.631 14.3 LOS B 5.3 132.7 0.76 0.93 1.27 30.2 West: McMillan Road 5 L2 252 0.0 0.867 26.2 LOS D 25.1 628.1 1.00 1.50 2.34 26.2 2 T1 527 0.0 0.867 26.2 LOS D 25.1 628.1 1.00 1.50 2.34 26.1 12 R2 78 0.0 0.867 26.2 LOS D 25.1 628.1 1.00 1.50 2.34 25.5 Approach 857 0.0 0.867 26.2 LOS D 25.1 628.1 1.00 1.50 2.34 26.1 All Vehicles 2527 0.7 0.913 24.8 LOS C 25.1 628.1 0.90 1.32 2.09 26.6 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 1 Copyright©2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Tuesday,February 8,2022 3:46:52 PM Project: H:\26\26392-Cole Valley Christian School\sidra\mitigated\Black Cat&McMillan\26392_TotalAfter16_AM_Black Cat- McMillan_roundabout.sip8 MOVEMENT SUMMARY Site: 7 [Black Cat/ McMillan] Total 2025 After SH16 PM Site Category: (None) Roundabout Movement Performance-Vehicles Mov Turn Demand Flows Deg. Average Levelof 95%Back of Queue Prop. Effective Aver. No. Average A16 - Total HV Satn Delay Service Vehicles Distance Queued Stop Rate Cycles Speed South: Black Cat 3 L2 83 4.0 0.484 11.6 LOS B 2.9 75.6 0.70 0.80 1.00 31.4 8 T1 278 5.0 0.484 11.7 LOS B 2.9 75.6 0.70 0.80 1.00 31.4 18 R2 73 0.0 0.093 5.5 LOS A 0.4 8.8 0.55 0.50 0.55 33.7 Approach 434 4.0 0.484 10.6 LOS B 2.9 75.6 0.67 0.75 0.93 31.7 East: McMillan Road 1 L2 100 0.0 0.830 27.4 LOS D 13.7 343.1 0.98 1.46 2.34 26.0 6 T1 423 1.0 0.830 27.4 LOS D 13.7 343.1 0.98 1.46 2.34 25.9 16 R2 110 0.0 0.830 27.4 LOS D 13.7 343.1 0.98 1.46 2.34 25.4 Approach 633 0.7 0.830 27.4 LOS D 13.7 343.1 0.98 1.46 2.34 25.8 North: Black Cat 7 L2 50 0.0 0.514 11.8 LOS B 3.4 87.7 0.70 0.82 1.05 31.6 4 T1 300 7.0 0.514 12.1 LOS B 3.4 87.7 0.70 0.82 1.05 31.4 14 R2 130 0.0 0.514 7.7 LOS A 3.4 87.7 0.60 0.61 0.72 32.5 Approach 480 4.4 0.514 10.9 LOS B 3.4 87.7 0.67 0.77 0.96 31.7 West: McMillan Road 5 L2 196 0.0 0.791 22.1 LOS C 13.3 333.3 0.95 1.36 2.02 27.4 2 T1 405 1.0 0.791 22.2 LOS C 13.3 333.3 0.95 1.36 2.02 27.3 12 R2 70 0.0 0.791 22.1 LOS C 13.3 333.3 0.95 1.36 2.02 26.7 Approach 671 0.6 0.791 22.2 LOS C 13.3 333.3 0.95 1.36 2.02 27.3 All Vehicles 2219 2.1 0.830 19.0 LOS C 13.7 343.1 0.84 1.14 1.67 28.5 Site Level of Service(LOS)Method: Delay&v/c(HCM 6). Site LOS Method is specified in the Parameter Settings dialog(Site tab). Roundabout LOS Method:Same as Sign Control. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. LOS F will result if v/c> 1 irrespective of movement delay value(does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements(v/c not used as specified in HCM 6). Roundabout Capacity Model: US HCM 6. HCM Delay Formula option is used. Control Delay does not include Geometric Delay since Exclude Geometric Delay option applies. Gap-Acceptance Capacity:Traditional M1. HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 8.0 1 Copyright©2000-2019 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:KITTELSON AND ASSOCIATES INC I Processed:Tuesday,February 8,2022 3:47:34 PM Project: H:\26\26392-Cole Valley Christian School\sidra\mitigated\Black Cat&McMillan\26392_TotalAfter16_PM_Black Cat- McMillan_roundabout.sip8 KITTELSON&ASSOCIATES,INC. Analysis Traffic Volumes 610 SW Alder,Suite 700 Hour Major Street Minor Street A Portland,Oregon 97205 Begin End EB WB NB SB \ (503)228-5230 12:00 AM 1:00 AM 2 8 12 3 1:00 AM 0 3 3 4 2:00 AM 0 6 3 4 Project#: 26392 3:00 AM 3 2 2 3 Project Name: Cole Valley Christian School 4:00 AM 7 7 15 7 Analyst: Kittelson&Associates 5:00 AM 17 27 31 52 Date: 3/1/2022 6:00 AM 79 72 117 122 File: H:\26\26392-Cole Valley Christian School\excel\signal 7:00 AM 457 258 335 335 warrants\old_Black Cat&McMillan\[Signal- Warrants BlackCat McMillan Total After SH16.xIsm1 Data 8:00AM 307 254 311 339 Intersection: Black Cat/McMillan 9:00AM 127 202 222 291 Scenario: Year 2025 Total After SH-16 10:00 AM 173 190 181 206 11:00 AM 104 289 216 233 12:00 PM 79 259 271 261 1:00 PM 101 276 259 245 Warrant Summary 2:00 PM 375 324 305 283 Warrant Name Analyzed? Met? 3:00 PM 369 437 373 343 #1 Eight-Hour Vehicular Volume Yes Yes 4:00 PM 195 434 390 433 #2 Four-Hour Vehicular volume Yes Yes 5:00PM 136 451 328 416 #3 Peak Hour Yes Yes 6:00 PM 96 294 213 235 #4 Pedestrian Volume No - 7:00 PM 59 253 150 130 #5 School Crossing No - 8:00 PM 287 165 111 80 #6 Coordinated Signal System No - 9:00 PM 55 115 71 69 #7 Crash Experience No - 10:00 PM 8 64 53 33 #8 Roadway Network No - 11:00 PM 3 30 38 17 #9 Intersection Near a Grade Crossing No - Input Parameters Volume Adjustment Factor= 1.0 Warrant#1-Eight Hour North-South Approach= Minor Hours That Condition for Warrant Major Street Minor Street Signal Warrant East-West Approach= Major Condition Condition Is Warrant Factor Factor Requirement Requirement Met Met? Met? Major Street Thru Lanes= 1 Minor Street Thru Lanes= 1 A 500 150 6 No 100% No Speed>40 mph? Yes B 750 75 1 No Population<10,000? Yes 80% A 400 120 6 No No Warrant Factor 70% B 600 60 4 No Peak Hour or Daily Count? Daily A 350 105 11 Yes 70% Yes B 525 53 6 No 56% A 280 84 14 Yes yes B 420 42 7 No Warrant#2-Four Hour -2 Major/2Minor Warrant#3-Peak Hour —2 Major/2 Minor -2 Major/1 Minor =2 Major/1 Minor 70%Warrant Factor -1 Major/2 Minor 70%Warrant Factor �1Major/2Minor 400 -1 Major/1 Minor 500 -1 Major/1 Minor X Traffic Volumes X Traffic Volumes 400 300 a 0 300 O c 200 a 71C w s m * = 200 x � * X 100 X 100 kK 0 0 0 500 1000 1500 2000 2500 3000 0 500 1000 1500 2000 2500 3000 Combined Major Street Combined Major Street Queues Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road II Total 2025 After SH16 AM Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 252 605 32 620 92 363 43 521 v/c Ratio 0.83 0.60 0.11 0.61 1.02 0.64 0.21 0.89 Control Delay 44.1 17.2 12.5 17.7 134.7 30.2 24.1 43.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 44.1 17.2 12.5 17.7 134.7 30.2 24.1 43.3 Queue Length 50th(ft) 116 219 8 229 53 170 18 253 Queue Length 95th(ft) #304 381 27 397 #154 261 44 390 Internal Link Dist(ft) 2621 5200 5198 5193 Turn Bay Length(ft) 200 200 200 200 Base Capacity(vph) 305 1013 303 1017 115 714 261 728 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.83 0.60 0.11 0.61 0.80 0.51 0.16 0.72 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/22/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 229 480 71 29 527 37 84 261 69 39 226 248 Future Volume(vph) 229 480 71 29 527 37 84 261 69 39 226 248 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.99 1.00 0.97 1.00 0.92 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1765 1644 1779 1710 1683 1710 1651 Flt Permitted 0.30 1.00 0.31 1.00 0.15 1.00 0.35 1.00 Satd. Flow(perm) 535 1765 532 1779 275 1683 624 1651 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow(vph) 252 527 78 32 579 41 92 287 76 43 248 273 RTOR Reduction(vph) 0 5 0 0 2 0 0 11 0 0 43 0 Lane Group Flow(vph) 252 600 0 32 618 0 92 352 0 43 478 0 Heavy Vehicles(%) 0% 0% 0% 4% 0% 3% 0% 4% 2% 0% 1% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green,G(s) 52.8 52.8 52.8 52.8 30.6 30.6 30.6 30.6 Effective Green, g(s) 52.8 52.8 52.8 52.8 30.6 30.6 30.6 30.6 Actuated g/C Ratio 0.57 0.57 0.57 0.57 0.33 0.33 0.33 0.33 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 305 1008 304 1016 91 557 206 546 v/s Ratio Prot 0.34 0.35 0.21 0.29 v/s Ratio Perm c0.47 0.06 c0.33 0.07 v/c Ratio 0.83 0.60 0.11 0.61 1.01 0.63 0.21 0.88 Uniform Delay,d1 16.1 12.9 9.0 13.0 30.9 26.1 22.2 29.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 16.5 1.0 0.2 1.0 97.4 2.3 0.5 14.6 Delay(s) 32.6 13.8 9.2 14.0 128.3 28.5 22.7 43.7 Level of Service C B A B F C C D Approach Delay(s) 19.3 13.8 48.7 42.1 Approach LOS B B D D Intersection Summary HCM 2000 Control Delay 28.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.89 Actuated Cycle Length(s) 92.4 Sum of lost time(s) 9.0 Intersection Capacity Utilization 93.5% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/22/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 229 480 71 29 527 37 84 261 69 39 226 248 Future Volume(veh/h) 229 480 71 29 527 37 84 261 69 39 226 248 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1744 1800 1758 1800 1744 1772 1800 1786 1800 Adj Flow Rate,veh/h 252 527 78 32 579 41 92 287 76 43 248 273 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,% 0 0 0 4 0 3 0 4 2 0 1 0 Cap,vehlh 293 804 119 293 872 62 158 512 135 295 299 329 Arrive On Green 0.52 0.52 0.52 0.52 0.52 0.52 0.38 0.38 0.38 0.38 0.38 0.38 Sat Flow,vehlh 816 1532 227 802 1661 118 895 1329 352 1035 777 855 Grp Volume(v),veh/h 252 0 605 32 0 620 92 0 363 43 0 521 Grp Sat Flow(s),vehlh/In 816 0 1759 802 0 1779 895 0 1681 1035 0 1632 Q Serve(g_s),s 27.1 0.0 24.9 3.0 0.0 25.4 9.7 0.0 16.9 3.4 0.0 28.8 Cycle Q Clear(g_c),s 52.5 0.0 24.9 27.9 0.0 25.4 38.5 0.0 16.9 20.3 0.0 28.8 Prop In Lane 1.00 0.13 1.00 0.07 1.00 0.21 1.00 0.52 Lane Grp Cap(c),veh/h 293 0 924 293 0 934 158 0 647 295 0 628 V/C Ratio(X) 0.86 0.00 0.66 0.11 0.00 0.66 0.58 0.00 0.56 0.15 0.00 0.83 Avail Cap(c_a),vehlh 293 0 924 293 0 934 158 0 647 295 0 628 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 38.1 0.0 17.2 27.3 0.0 17.3 45.5 0.0 24.1 32.1 0.0 27.8 Incr Delay(d2),s/veh 21.8 0.0 1.7 0.2 0.0 1.8 5.2 0.0 1.1 0.2 0.0 9.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 7.8 0.0 9.1 0.6 0.0 9.4 2.4 0.0 6.3 0.8 0.0 11.7 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 59.9 0.0 18.9 27.5 0.0 19.1 50.7 0.0 25.2 32.3 0.0 36.9 LnGrp LOS E A B C A B D A C C A D Approach Vol,vehlh 857 652 455 564 Approach Delay,s/veh 30.9 19.5 30.4 36.5 Approach LOS C B C D Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 43.0 57.0 43.0 57.0 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 38.5 52.5 38.5 52.5 Max Q Clear Time(g_c+I1),s 40.5 54.5 30.8 29.9 Green Ext Time(p-c),s 0.0 0.0 2.0 3.9 Intersection Summary HCM 6th Ctrl Delay 29.1 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 02/22/2022 Page 3 Queues Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Total 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Lane Group EBL EBT WBL WBT NBL NBT SBL SBT Lane Group Flow(vph) 196 475 100 533 83 351 50 430 v/c Ratio 0.76 0.62 0.33 0.69 0.38 0.59 0.17 0.72 Control Delay 38.0 14.4 13.1 17.1 15.3 13.9 10.3 17.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.0 14.4 13.1 17.1 15.3 13.9 10.3 17.3 Queue Length 50th(ft) 35 73 14 85 14 55 8 68 Queue Length 95th(ft) #140 #187 49 #246 40 111 24 140 Internal Link Dist(ft) 2621 5200 5198 5193 Turn Bay Length(ft) 200 200 200 200 Base Capacity(vph) 258 772 303 771 293 790 390 784 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.76 0.62 0.33 0.69 0.28 0.44 0.13 0.55 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 02/22/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Total 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(vph) 188 389 67 96 406 106 80 267 70 48 288 125 Future Volume(vph) 188 389 67 96 406 106 80 267 70 48 288 125 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util.Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.95 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1745 1710 1731 1644 1677 1710 1638 Flt Permitted 0.33 1.00 0.39 1.00 0.37 1.00 0.47 1.00 Satd. Flow(perm) 595 1745 699 1731 639 1677 851 1638 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow(vph) 196 405 70 100 423 110 83 278 73 50 300 130 RTOR Reduction(vph) 0 13 0 0 19 0 0 24 0 0 39 0 Lane Group Flow(vph) 196 462 0 100 514 0 83 327 0 50 391 0 Heavy Vehicles(%) 0% 1% 0% 0% 1% 0% 4% 5% 0% 0% 7% 0% Turn Type Perm NA Perm NA Perm NA Perm NA Protected Phases 4 8 2 6 Permitted Phases 4 8 2 6 Actuated Green,G(s) 17.7 17.7 17.7 17.7 13.9 13.9 13.9 13.9 Effective Green, g(s) 17.7 17.7 17.7 17.7 13.9 13.9 13.9 13.9 Actuated g/C Ratio 0.44 0.44 0.44 0.44 0.34 0.34 0.34 0.34 Clearance Time(s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension(s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 259 760 304 754 218 574 291 560 v/s Ratio Prot 0.26 0.30 0.20 c0.24 v/s Ratio Perm c0.33 0.14 0.13 0.06 v/c Ratio 0.76 0.61 0.33 0.68 0.38 0.57 0.17 0.70 Uniform Delay,d1 9.6 8.8 7.5 9.2 10.1 10.9 9.3 11.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 11.9 1.4 0.6 2.5 1.1 1.4 0.3 3.8 Delay(s) 21.5 10.2 8.2 11.7 11.2 12.3 9.6 15.3 Level of Service C B A B B B A B Approach Delay(s) 13.5 11.2 12.1 14.7 Approach LOS B B B B Intersection Summary HCM 2000 Control Delay 12.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length(s) 40.6 Sum of lost time(s) 9.0 Intersection Capacity Utilization 84.1% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 02/22/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 7: Black Cat Road & McMillan Road Total 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� Traffic Volume(veh/h) 188 389 67 96 406 106 80 267 70 48 288 125 Future Volume(veh/h) 188 389 67 96 406 106 80 267 70 48 288 125 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1786 1800 1800 1786 1800 1744 1730 1800 1800 1702 1800 Adj Flow Rate,veh/h 196 405 70 100 423 110 83 278 73 50 300 130 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% 0 1 0 0 1 0 4 5 0 0 7 0 Cap,vehlh 303 613 106 350 565 147 309 494 130 387 422 183 Arrive On Green 0.41 0.41 0.41 0.41 0.41 0.41 0.37 0.37 0.37 0.37 0.37 0.37 Sat Flow,vehlh 885 1483 256 934 1367 355 943 1321 347 1046 1126 488 Grp Volume(v),veh/h 196 0 475 100 0 533 83 0 351 50 0 430 Grp Sat Flow(s),vehlh/In 885 0 1740 934 0 1722 943 0 1667 1046 0 1614 Q Serve(g_s),s 6.4 0.0 9.3 4.1 0.0 11.1 3.5 0.0 7.1 1.7 0.0 9.6 Cycle Q Clear(g_c),s 17.5 0.0 9.3 13.4 0.0 11.1 13.1 0.0 7.1 8.8 0.0 9.6 Prop In Lane 1.00 0.15 1.00 0.21 1.00 0.21 1.00 0.30 Lane Grp Cap(c),veh/h 303 0 719 350 0 711 309 0 624 387 0 604 V/C Ratio(X) 0.65 0.00 0.66 0.29 0.00 0.75 0.27 0.00 0.56 0.13 0.00 0.71 Avail Cap(c_a),vehlh 303 0 719 350 0 711 367 0 728 452 0 705 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 19.0 0.0 10.0 15.5 0.0 10.6 16.9 0.0 10.5 14.0 0.0 11.3 Incr Delay(d2),s/veh 4.7 0.0 2.3 0.4 0.0 4.4 0.5 0.0 0.8 0.1 0.0 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.0 0.0 2.5 0.7 0.0 3.3 0.6 0.0 1.7 0.3 0.0 2.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 23.8 0.0 12.3 15.9 0.0 15.0 17.4 0.0 11.3 14.1 0.0 14.1 LnGrp LOS C A B B A B B A B B A B Approach Vol,vehlh 671 633 434 480 Approach Delay,s/veh 15.6 15.1 12.5 14.1 Approach LOS B B B B Timer-Assigned Phs 2 4 6 8 Phs Duration(G+Y+Rc),s 20.4 22.0 20.4 22.0 Change Period(Y+Rc),s 4.5 4.5 4.5 4.5 Max Green Setting(Gmax),s 18.5 17.5 18.5 17.5 Max Q Clear Time(g_c+ll),s 15.1 19.5 11.6 15.4 Green Ext Time(p-c),s 0.7 0.0 1.5 0.8 Intersection Summary HCM 6th Ctrl Delay 14.5 HCM 6th LOS B Notes User approved volume balancing among the lanes for turning movement. Kittelson&Associates Synchro 11 Report 02/22/2022 Page 3 Appendix L Year 2025 Total Traffic Queueing Mitigation Worksheets Queues Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 After SH16 AM Peak Hour t Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow(vph) 31 132 23 96 418 2 337 491 330 v/c Ratio 0.13 0.48 0.10 0.42 0.75 0.01 0.71 0.64 0.28 Control Delay 32.1 46.0 31.6 47.5 13.4 13.5 43.7 14.0 10.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.1 46.0 31.6 47.5 13.4 13.5 43.7 14.0 10.3 Queue Length 50th(ft) 16 73 12 61 0 0 199 137 81 Queue Length 95th(ft) 40 147 33 113 95 4 #372 293 207 Internal Link Dist(ft) 5103 2580 5185 5224 Turn Bay Length(ft) 100 100 100 100 Base Capacity(vph) 378 810 381 812 919 592 474 772 1174 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.16 0.06 0.12 0.45 0.00 0.71 0.64 0.28 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 03/24/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(vph) 28 116 3 21 86 376 2 275 28 442 288 9 Future Volume(vph) 28 116 3 21 86 376 2 275 28 442 288 9 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.99 1.00 1.00 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1794 1710 1800 1530 1710 1683 1710 1775 Flt Permitted 0.63 1.00 0.67 1.00 1.00 0.56 1.00 0.31 1.00 Satd. Flow(perm) 1136 1794 1208 1800 1530 1011 1683 556 1775 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 31 129 3 23 96 418 2 306 31 491 320 10 RTOR Reduction(vph) 0 1 0 0 0 365 0 2 0 0 0 0 Lane Group Flow(vph) 31 131 0 23 96 53 2 335 0 491 330 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 6% 0% 0% 1% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 4 Actuated Green,G(s) 19.1 15.3 16.3 13.9 13.9 34.1 33.2 73.5 66.6 Effective Green,g(s) 19.1 15.3 16.3 13.9 13.9 34.1 33.2 73.5 66.6 Actuated g/C Ratio 0.17 0.14 0.15 0.13 0.13 0.31 0.30 0.67 0.61 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 218 251 191 229 194 321 511 736 1082 v/s Ratio Prot c0.00 c0.07 0.00 0.05 0.00 0.20 c0.21 0.19 v/s Ratio Perm 0.02 0.02 0.03 0.00 c0.24 v/c Ratio 0.14 0.52 0.12 0.42 0.27 0.01 0.66 0.67 0.30 Uniform Delay,d1 37.9 43.6 40.1 43.9 43.1 25.9 33.0 10.9 10.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 2.0 0.1 1.2 0.8 0.0 3.0 1.8 0.2 Delay(s) 38.0 45.5 40.2 45.2 43.9 25.9 36.1 12.7 10.4 Level of Service D D D D D C D B B Approach Delay(s) 44.1 43.9 36.0 11.8 Approach LOS D D D B Intersection Summary HCM 2000 Control Delay 28.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length(s) 109.2 Sum of lost time(s) 24.0 Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/24/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 After SH16 AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(vehlh) 28 116 3 21 86 376 2 275 28 442 288 9 Future Volume(veh/h) 28 116 3 21 86 376 2 275 28 442 288 9 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1716 1800 1800 1786 1800 Adj Flow Rate,veh/h 31 129 3 23 96 418 2 306 31 491 320 10 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 0 0 0 6 0 0 1 0 Cap,vehlh 340 528 12 415 534 452 299 333 34 517 803 25 Arrive On Green 0.03 0.30 0.30 0.02 0.30 0.30 0.00 0.22 0.22 0.25 0.47 0.47 Sat Flow,veh/h 1714 1752 41 1714 1800 1525 1714 1533 155 1714 1722 54 Grp Volume(v),veh/h 31 0 132 23 96 418 2 0 337 491 0 330 Grp Sat Flow(s),vehlh/In 1714 0 1793 1714 1800 1525 1714 0 1688 1714 0 1776 Q Serve(g_s),s 1.4 0.0 6.4 1.1 4.6 30.7 0.1 0.0 22.6 26.6 0.0 14.1 Cycle Q Clear(g_c),s 1.4 0.0 6.4 1.1 4.6 30.7 0.1 0.0 22.6 26.6 0.0 14.1 Prop In Lane 1.00 0.02 1.00 1.00 1.00 0.09 1.00 0.03 Lane Grp Cap(c),veh/h 340 0 540 415 534 452 299 0 367 517 0 828 V/C Ratio(X) 0.09 0.00 0.24 0.06 0.18 0.92 0.01 0.00 0.92 0.95 0.00 0.40 Avail Cap(c_a),veh/h 575 0 698 658 700 594 561 0 409 590 0 828 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 27.0 0.0 30.5 27.3 30.2 39.4 35.2 0.0 44.3 29.6 0.0 20.2 Incr Delay(d2),s/veh 0.0 0.0 0.2 0.0 0.2 17.3 0.0 0.0 24.2 22.8 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(50%),veh/In 0.6 0.0 2.7 0.4 1.9 13.0 0.0 0.0 11.5 13.3 0.0 5.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 27.1 0.0 30.7 27.3 30.4 56.7 35.2 0.0 68.4 52.5 0.0 20.6 LnGrp LOS C A C C C E D A E D A C Approach Vol,veh/h 163 537 339 821 Approach Delay,s/veh 30.0 50.7 68.2 39.6 Approach LOS C D E D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 9.2 40.3 6.3 59.9 8.6 40.8 35.1 31.1 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 45.0 18.0 44.0 19.0 45.0 34.0 28.0 Max Q Clear Time(g_c+11),s 3.4 32.7 2.1 16.1 3.1 8.4 28.6 24.6 Green Ext Time(p-c),s 0.0 1.6 0.0 1.7 0.0 0.6 0.4 0.6 Intersection Summary HCM 6th Ctrl Delay 47.2 HCM 6th LOS D Kittelson&Associates Synchro 11 Report 03/24/2022 Page 1 Queues Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 After SH16 PM School Peak Hour t Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow(vph) 13 70 24 113 457 1 312 230 226 v/c Ratio 0.05 0.22 0.08 0.30 0.67 0.00 0.70 0.40 0.24 Control Delay 22.5 30.9 22.5 28.5 8.6 11.0 33.5 10.6 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.5 30.9 22.5 28.5 8.6 11.0 33.5 10.6 11.2 Queue Length 50th(ft) 4 22 8 37 0 0 99 31 30 Queue Length 95th(ft) 19 76 29 111 89 3 258 116 144 Internal Link Dist(ft) 5103 2580 5185 5224 Turn Bay Length(ft) 100 100 200 100 100 Base Capacity(vph) 516 1262 560 1240 1211 777 1205 666 1221 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.03 0.06 0.04 0.09 0.38 0.00 0.26 0.35 0.19 Intersection Summary Kittelson&Associates Synchro 11 Report 03/24/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(vph) 12 62 1 22 102 411 1 254 27 207 196 7 Future Volume(vph) 12 62 1 22 102 411 1 254 27 207 196 7 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 0.85 1.00 0.99 1.00 0.99 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1569 1796 1710 1765 1530 1710 1712 1660 1724 Flt Permitted 0.68 1.00 0.66 1.00 1.00 0.62 1.00 0.35 1.00 Satd. Flow(perm) 1130 1796 1183 1765 1530 1111 1712 610 1724 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 13 69 1 24 113 457 1 282 30 230 218 8 RTOR Reduction(vph) 0 0 0 0 0 372 0 3 0 0 1 0 Lane Group Flow(vph) 13 70 0 24 113 85 1 309 0 230 225 0 Heavy Vehicles(%) 9% 0% 0% 0% 2% 0% 0% 4% 0% 3% 4% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 4 Actuated Green,G(s) 14.2 13.3 16.4 14.4 14.4 23.8 23.1 43.7 37.0 Effective Green,g(s) 14.2 13.3 16.4 14.4 14.4 23.8 23.1 43.7 37.0 Actuated g/C Ratio 0.18 0.17 0.21 0.19 0.19 0.31 0.30 0.57 0.48 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 2.0 3.0 2.0 3.0 3.0 2.0 3.0 2.0 3.0 Lane Grp Cap(vph) 213 310 265 330 286 348 513 545 828 v/s Ratio Prot 0.00 0.04 c0.00 c0.06 0.00 c0.18 c0.08 0.13 v/s Ratio Perm 0.01 0.02 0.06 0.00 0.16 v/c Ratio 0.06 0.23 0.09 0.34 0.30 0.00 0.60 0.42 0.27 Uniform Delay,d1 25.8 27.4 24.2 27.2 27.0 18.4 23.0 9.4 12.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.4 0.1 0.6 0.6 0.0 2.0 0.2 0.2 Delay(s) 25.9 27.8 24.2 27.8 27.5 18.4 25.0 9.6 12.1 Level of Service C C C C C B C A B Approach Delay(s) 27.5 27.5 25.0 10.9 Approach LOS C C C B Intersection Summary HCM 2000 Control Delay 21.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.49 Actuated Cycle Length(s) 77.0 Sum of lost time(s) 24.0 Intersection Capacity Utilization 61.9% ICU Level of Service B Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/24/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 2: Star Road & McMillan Road Total 2025 After SH16 PM School Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(vehlh) 12 62 1 22 102 411 1 254 27 207 196 7 Future Volume(veh/h) 12 62 1 22 102 411 1 254 27 207 196 7 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1674 1800 1800 1800 1772 1800 1800 1744 1800 1758 1744 1800 Adj Flow Rate,veh/h 13 69 1 24 113 457 1 282 30 230 218 8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 9 0 0 0 2 0 0 4 0 3 4 0 Cap,vehlh 346 576 8 538 594 512 351 340 36 352 577 21 Arrive On Green 0.02 0.33 0.33 0.03 0.34 0.34 0.00 0.22 0.22 0.13 0.35 0.35 Sat Flow,veh/h 1594 1770 26 1714 1772 1525 1714 1549 165 1674 1671 61 Grp Volume(v),veh/h 13 0 70 24 113 457 1 0 312 230 0 226 Grp Sat Flow(s),vehlh/In 1594 0 1795 1714 1772 1525 1714 0 1714 1674 0 1733 Q Serve(g_s),s 0.4 0.0 2.2 0.7 3.6 22.6 0.0 0.0 13.8 7.9 0.0 7.8 Cycle Q Clear(g_c),s 0.4 0.0 2.2 0.7 3.6 22.6 0.0 0.0 13.8 7.9 0.0 7.8 Prop In Lane 1.00 0.01 1.00 1.00 1.00 0.10 1.00 0.04 Lane Grp Cap(c),veh/h 346 0 584 538 594 512 351 0 376 352 0 598 V/C Ratio(X) 0.04 0.00 0.12 0.04 0.19 0.89 0.00 0.00 0.83 0.65 0.00 0.38 Avail Cap(c_a),veh/h 703 0 995 904 982 845 758 0 950 540 0 960 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 17.4 0.0 18.8 17.0 18.7 25.0 24.1 0.0 29.6 20.2 0.0 19.6 Incr Delay(d2),s/veh 0.0 0.0 0.1 0.0 0.2 7.2 0.0 0.0 4.7 0.8 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.1 0.0 0.8 0.3 1.3 8.1 0.0 0.0 5.6 2.8 0.0 2.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 17.4 0.0 18.9 17.0 18.9 32.2 24.1 0.0 34.3 20.9 0.0 20.0 LnGrp LOS B A B B B C C A C C A B Approach Vol,veh/h 83 594 313 456 Approach Delay,s/veh 18.7 29.0 34.3 20.5 Approach LOS B C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 7.2 32.6 6.1 33.4 8.1 31.8 16.1 23.4 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 19.0 44.0 19.0 44.0 19.0 44.0 Max Q Clear Time(g_c+11),s 2.4 24.6 2.0 9.8 2.7 4.2 9.9 15.8 Green Ext Time(p-c),s 0.0 2.1 0.0 1.2 0.0 0.3 0.2 1.6 Intersection Summary HCM 6th Ctrl Delay 26.9 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 03/24/2022 Page 1 Appendix M Year 2025 Interim Access Ersatz Place RI/RO Scenario Queues Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 Before SH16 AM Peak Hour-Interim RIRO t Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow(vph) 284 331 292 167 210 148 222 528 193 vlc Ratio 0.56 0.82 0.76 0.40 0.40 0.49 0.66 0.95 0.34 Control Delay 25.4 50.7 35.5 38.5 7.1 29.1 21.2 57.3 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 25.4 50.7 35.5 38.5 7.1 29.1 21.2 57.3 9.6 Queue Length 50th(ft) 125 184 130 97 0 62 22 310 14 Queue Length 95th(ft) 213 311 #251 175 58 124 106 #647 80 Internal Link Dist(ft) 2580 1230 5196 444 Turn Bay Length(ft) 150 150 200 200 350 Base Capacity(vph) 548 624 401 650 686 422 662 556 802 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.52 0.53 0.73 0.26 0.31 0.35 0.34 0.95 0.24 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 03/18/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 Before SH16 AM Peak Hour-Interim RIRO -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r Traffic Volume(vph) 256 110 188 263 150 189 133 29 171 475 24 149 Future Volume(vph) 256 110 188 263 150 189 133 29 171 475 24 149 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.91 1.00 1.00 0.85 1.00 0.87 1.00 0.87 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1630 1710 1800 1530 1710 1569 1710 1568 Flt Permitted 0.62 1.00 0.24 1.00 1.00 0.64 1.00 0.23 1.00 Satd. Flow(perm) 1123 1630 434 1800 1530 1145 1569 409 1568 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 284 122 209 292 167 210 148 32 190 528 27 166 RTOR Reduction(vph) 0 44 0 0 0 161 0 169 0 0 118 0 Lane Group Flow(vph) 284 287 0 292 167 49 148 53 0 528 75 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 4 Actuated Green,G(s) 40.5 24.1 43.5 25.6 25.6 23.1 11.6 48.9 31.4 Effective Green,g(s) 40.5 24.1 43.5 25.6 25.6 23.1 11.6 48.9 31.4 Actuated g/C Ratio 0.37 0.22 0.40 0.24 0.24 0.21 0.11 0.45 0.29 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 2.0 3.0 3.0 2.0 2.0 3.0 3.0 Lane Grp Cap(vph) 506 360 383 423 359 302 167 557 452 v/s Ratio Prot 0.08 0.18 c0.13 0.09 0.05 0.03 c0.27 0.05 v/s Ratio Perm 0.12 c0.18 0.03 0.05 c0.15 v/c Ratio 0.56 0.80 0.76 0.39 0.14 0.49 0.32 0.95 0.17 Uniform Delay,d1 25.8 40.1 25.1 35.1 32.9 37.0 45.0 28.3 29.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 1.4 11.7 7.9 0.6 0.2 0.5 0.4 25.5 0.2 Delay(s) 27.2 51.8 32.9 35.7 33.1 37.5 45.4 53.8 29.1 Level of Service C D C D C D D D C Approach Delay(s) 40.4 33.7 42.2 47.2 Approach LOS D C D D Intersection Summary HCM 2000 Control Delay 40.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.91 Actuated Cycle Length(s) 108.9 Sum of lost time(s) 24.0 Intersection Capacity Utilization 94.2% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/18/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 Before SH16 AM Peak Hour-Interim RIRO -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(vehlh) 256 110 188 263 150 189 133 29 171 475 24 149 Future Volume(veh/h) 256 110 188 263 150 189 133 29 171 475 24 149 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 284 122 209 292 167 210 148 32 190 528 27 166 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 0 0 0 0 0 0 0 0 Cap,vehlh 495 136 233 342 416 352 409 37 217 536 73 449 Arrive On Green 0.14 0.23 0.23 0.15 0.23 0.23 0.09 0.16 0.16 0.26 0.34 0.34 Sat Flow,veh/h 1714 596 1021 1714 1800 1525 1714 225 1335 1714 218 1341 Grp Volume(v),veh/h 284 0 331 292 167 210 148 0 222 528 0 193 Grp Sat Flow(s),vehlh/In 1714 0 1616 1714 1800 1525 1714 0 1560 1714 0 1559 Q Serve(g_s),s 14.8 0.0 23.6 15.3 9.3 14.6 8.4 0.0 16.5 30.2 0.0 11.2 Cycle Q Clear(g_c),s 14.8 0.0 23.6 15.3 9.3 14.6 8.4 0.0 16.5 30.2 0.0 11.2 Prop In Lane 1.00 0.63 1.00 1.00 1.00 0.86 1.00 0.86 Lane Grp Cap(c),veh/h 495 0 369 342 416 352 409 0 254 536 0 523 V/C Ratio(X) 0.57 0.00 0.90 0.85 0.40 0.60 0.36 0.00 0.87 0.98 0.00 0.37 Avail Cap(c_a),veh/h 523 0 531 366 591 501 532 0 486 536 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 28.6 0.0 44.5 30.9 38.7 40.7 36.4 0.0 48.5 29.8 0.0 30.0 Incr Delay(d2),s/veh 1.4 0.0 13.6 15.6 0.6 1.6 0.2 0.0 3.7 34.8 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.0 0.0 10.4 7.4 4.0 5.6 3.6 0.0 6.7 17.4 0.0 4.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 30.0 0.0 58.1 46.5 39.3 42.4 36.6 0.0 52.2 64.6 0.0 30.4 LnGrp LOS C A E D D D D A D E A C Approach Vol,veh/h 615 669 370 721 Approach Delay,s/veh 45.1 43.4 46.0 55.5 Approach LOS D D D E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 23.0 33.4 16.5 45.8 23.3 33.1 37.0 25.3 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 39.0 19.0 49.0 19.0 39.0 31.0 37.0 Max Q Clear Time(g_c+I1),s 16.8 16.6 10.4 13.2 17.3 25.6 32.2 18.5 Green Ext Time(p-c),s 0.2 1.4 0.1 1.3 0.1 1.5 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 47.9 HCM 6th LOS D Kittelson&Associates Synchro 11 Report 03/18/2022 Page 1 HCM 6th TWSC Cole Valley Christian School TIS 4: McMillan Road & Ersatz Place Total 2025 Before SH16 AM Peak Hour-Interim RIRO Intersection Int Delay,s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations + t r r Traffic Vol,veh/h 0 758 516 442 0 50 Future Vol,veh/h 0 758 516 442 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 - 200 0 Veh in Median Storage,# 0 0 - 0 - Grade,% 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 842 573 491 0 56 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 0 0 573 Stage 1 - - - Stage 2 - Critical Hdwy - - 6.2 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - Follow-up Hdwy 3.3 Pot Cap-1 Maneuver 0 - 0 523 Stage 1 0 - 0 - Stage 2 0 - 0 - Platoon blocked, % - Mov Cap-1 Maneuver - - - 523 Mov Cap-2 Maneuver Stage 1 - - Stage 2 Approach EB WB SIB HCM Control Delay,s 0 0 12.7 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - - 523 HCM Lane V/C Ratio - - 0.106 HCM Control Delay(s) - - 12.7 HCM Lane LOS - - B HCM 95th%tile Q(veh) - - 0.4 Kittelson&Associates Synchro 11 Report 03/18/2022 Page 4 HCM 6th TWSC Cole Valley Christian School TIS 11: Owyhee Storm Ave & Site Acess A Total 2025 Before SH16 AM Peak Hour-Interim RIRO Intersection Int Delay,s/veh 9.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r t r t Traffic Vol,veh/h 648 0 0 474 0 0 Future Vol,veh/h 648 0 0 474 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 0 200 - Veh in Median Storage,# 0 - 0 - 0 Grade,% 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 720 0 0 527 0 0 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1 0 0 0 Stage 1 0 - - - - Stage 2 1 - Critical Hdwy 6.4 6.2 - Critical Hdwy Stg 1 5.4 - Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.3 - Pot Cap-1 Maneuver 1027 - 0 - Stage 1 - 0 - Stage 2 1028 - 0 - Platoon blocked, % Mov Cap-1 Maneuver 1027 - - Mov Cap-2 Maneuver 1027 Stage 1 - - - Stage 2 1028 - Approach WB NB SIB HCM Control Delay,s 16.3 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 SBT Capacity(veh/h) - - 1027 HCM Lane V/C Ratio - - 0.701 HCM Control Delay(s) - - 16.3 0 HCM Lane LOS - - C A HCM 95th%tile Q(veh) - - 6.1 Kittelson&Associates Synchro 11 Report 03/18/2022 Page 5 HCM 6th TWSC Cole Valley Christian School TIS 13: Ersatz Place & Site Access C Total 2025 Before SH16 AM Peak Hour-Interim RIRO Intersection Int Delay,s/veh 7.5 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y + Traffic Vol,veh/h 0 31 417 25 19 0 Future Vol,veh/h 0 31 417 25 19 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 200 - Veh in Median Storage,# 0 - 0 0 Grade,% 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 34 463 28 21 0 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 975 21 21 0 0 Stage 1 21 - - - - Stage 2 954 - - 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 281 1062 1608 Stage 1 1007 - - Stage 2 377 - - - Platoon blocked, % Mov Cap-1 Maneuver 200 1062 1608 - Mov Cap-2 Maneuver 200 - - Stage 1 717 - Stage 2 377 Approach EB NB SIB HCM Control Delay,s 8.5 7.7 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1608 - 1062 - HCM Lane V/C Ratio 0.288 - 0.032 - HCM Control Delay(s) 8.1 - 8.5 - HCM Lane LOS A - A - HCM 95th%tile Q(veh) 1.2 - 0.1 - - Kittelson&Associates Synchro 11 Report 03/18/2022 Page 6 Queues Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 Before SH16 PM School Peak Hour-Interim RIRO t 14* Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow(vph) 161 150 82 191 120 172 308 509 187 vlc Ratio 0.41 0.35 0.23 0.62 0.33 0.45 0.68 0.90 0.33 Control Delay 22.0 25.1 19.9 43.1 9.1 20.2 14.1 42.1 8.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 22.0 25.1 19.9 43.1 9.1 20.2 14.1 42.1 8.6 Queue Length 50th(ft) 57 52 28 93 0 50 9 203 10 Queue Length 95th(ft) 113 118 63 184 47 109 91 #497 68 Internal Link Dist(ft) 2580 1230 5196 444 Turn Bay Length(ft) 150 150 200 200 350 Base Capacity(vph) 494 870 554 922 849 636 865 566 806 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.33 0.17 0.15 0.21 0.14 0.27 0.36 0.90 0.23 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 03/18/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 Before SH16 PM School Peak Hour-Interim RIRO -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r Traffic Volume(vph) 145 68 67 74 172 108 155 17 260 458 23 145 Future Volume(vph) 145 68 67 74 172 108 155 17 260 458 23 145 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.93 1.00 1.00 0.85 1.00 0.86 1.00 0.87 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1650 1710 1782 1530 1710 1547 1710 1568 Flt Permitted 0.42 1.00 0.66 1.00 1.00 0.64 1.00 0.23 1.00 Satd. Flow(perm) 753 1650 1191 1782 1530 1151 1547 411 1568 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 161 76 74 82 191 120 172 19 289 509 26 161 RTOR Reduction(vph) 0 25 0 0 0 98 0 251 0 0 116 0 Lane Group Flow(vph) 161 125 0 82 191 22 172 57 0 509 71 0 Heavy Vehicles(%) 0% 2% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 4 Actuated Green,G(s) 32.1 21.0 22.5 16.2 16.2 22.9 11.5 41.8 24.4 Effective Green,g(s) 32.1 21.0 22.5 16.2 16.2 22.9 11.5 41.8 24.4 Actuated g/C Ratio 0.37 0.24 0.26 0.19 0.19 0.26 0.13 0.48 0.28 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 2.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 399 397 345 331 284 375 204 559 439 v/s Ratio Prot c0.05 0.08 0.02 c0.11 0.06 0.04 c0.25 0.05 v/s Ratio Perm 0.10 0.04 0.01 0.06 c0.18 v/c Ratio 0.40 0.31 0.24 0.58 0.08 0.46 0.28 0.91 0.16 Uniform Delay,d1 19.5 27.1 25.2 32.3 29.3 26.3 34.1 20.7 23.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.7 0.5 0.1 2.4 0.1 0.9 0.8 19.0 0.2 Delay(s) 20.2 27.6 25.3 34.8 29.4 27.2 34.8 39.8 23.8 Level of Service C C C C C C C D C Approach Delay(s) 23.8 31.1 32.1 35.5 Approach LOS C C C D Intersection Summary HCM 2000 Control Delay 31.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length(s) 87.1 Sum of lost time(s) 24.0 Intersection Capacity Utilization 82.7% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/18/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 Before SH16 PM School Peak Hour-Interim RIRO -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(vehlh) 145 68 67 74 172 108 155 17 260 458 23 145 Future Volume(veh/h) 145 68 67 74 172 108 155 17 260 458 23 145 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1772 1800 1800 1786 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 161 76 74 82 191 120 172 19 289 509 26 161 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 2 0 0 1 0 0 0 0 0 0 0 Cap,vehlh 301 155 151 311 252 216 570 22 342 548 79 487 Arrive On Green 0.10 0.19 0.19 0.06 0.14 0.14 0.12 0.24 0.24 0.24 0.36 0.36 Sat Flow,veh/h 1714 825 803 1714 1786 1525 1714 95 1445 1714 217 1342 Grp Volume(v),veh/h 161 0 150 82 191 120 172 0 308 509 0 187 Grp Sat Flow(s),vehlh/In 1714 0 1627 1714 1786 1525 1714 0 1540 1714 0 1558 Q Serve(g_s),s 6.8 0.0 7.1 3.5 8.9 6.3 6.2 0.0 16.5 18.2 0.0 7.5 Cycle Q Clear(g_c),s 6.8 0.0 7.1 3.5 8.9 6.3 6.2 0.0 16.5 18.2 0.0 7.5 Prop In Lane 1.00 0.49 1.00 1.00 1.00 0.94 1.00 0.86 Lane Grp Cap(c),veh/h 301 0 307 311 252 216 570 0 365 548 0 565 V/C Ratio(X) 0.54 0.00 0.49 0.26 0.76 0.56 0.30 0.00 0.84 0.93 0.00 0.33 Avail Cap(c_a),veh/h 502 0 829 594 909 777 847 0 695 610 0 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 27.8 0.0 31.3 29.3 35.7 34.6 20.1 0.0 31.5 18.0 0.0 19.9 Incr Delay(d2),s/veh 1.5 0.0 1.2 0.2 4.6 2.2 0.3 0.0 5.4 19.8 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(50%),veh/In 2.7 0.0 2.7 1.3 3.9 2.4 2.5 0.0 6.5 9.6 0.0 2.7 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 29.2 0.0 32.5 29.5 40.3 36.8 20.4 0.0 36.8 37.7 0.0 20.3 LnGrp LOS C A C C D D C A D D A C Approach Vol,veh/h 311 393 480 696 Approach Delay,s/veh 30.8 37.0 30.9 33.0 Approach LOS C D C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 14.8 18.2 16.0 37.3 10.8 22.3 26.9 26.5 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 24.0 39.0 19.0 44.0 24.0 39.0 Max Q Clear Time(g_c+11),s 8.8 10.9 8.2 9.5 5.5 9.1 20.2 18.5 Green Ext Time(p-c),s 0.3 1.3 0.4 1.2 0.1 0.8 0.7 2.0 Intersection Summary HCM 6th Ctrl Delay 33.0 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 03/18/2022 Page 1 HCM 6th TWSC Cole Valley Christian School TIS 4: McMillan Road & Ersatz Place Total 2025 Before SH16 PM School Peak Hour-Interim RIRO Intersection Int Delay,s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations + t r r Traffic Vol,veh/h 0 800 327 252 0 48 Future Vol,veh/h 0 800 327 252 0 48 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 200 0 Veh in Median Storage,# 0 0 - 0 - Grade,% 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 1 0 0 0 Mvmt Flow 0 889 363 280 0 53 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 0 0 363 Stage 1 - - - Stage 2 - Critical Hdwy - - 6.2 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - Follow-up Hdwy 3.3 Pot Cap-1 Maneuver 0 - 0 686 Stage 1 0 - 0 - Stage 2 0 - 0 - Platoon blocked, % - Mov Cap-1 Maneuver - - - 686 Mov Cap-2 Maneuver Stage 1 - - Stage 2 Approach EB WB SIB HCM Control Delay,s 0 0 10.7 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - - 686 HCM Lane V/C Ratio - - 0.078 HCM Control Delay(s) - - 10.7 HCM Lane LOS - - B HCM 95th%tile Q(veh) - - 0.3 Kittelson&Associates Synchro 11 Report 03/18/2022 Page 4 HCM 6th TWSC Cole Valley Christian School TIS 11: Owyhee Storm Ave & Site Acess A Total 2025 Before SH16 PM School Peak Hour-Interim RIRO Intersection Int Delay,s/veh 10.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r t r t Traffic Vol,veh/h 626 0 0 270 0 0 Future Vol,veh/h 626 0 0 270 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 0 200 - Veh in Median Storage,# 0 - 0 - 0 Grade,% 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 696 0 0 300 0 0 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1 0 0 0 Stage 1 0 - - - - Stage 2 1 - Critical Hdwy 6.4 6.2 - Critical Hdwy Stg 1 5.4 - Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.3 - Pot Cap-1 Maneuver 1027 - 0 - Stage 1 - 0 - Stage 2 1028 - 0 - Platoon blocked, % Mov Cap-1 Maneuver 1027 - - Mov Cap-2 Maneuver 1027 Stage 1 - - - Stage 2 1028 - Approach WB NB SIB HCM Control Delay,s 15.5 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 SBT Capacity(veh/h) - - 1027 HCM Lane V/C Ratio - - 0.677 HCM Control Delay(s) - - 15.5 0 HCM Lane LOS - - C A HCM 95th%tile Q(veh) - - 5.6 Kittelson&Associates Synchro 11 Report 03/18/2022 Page 5 HCM 6th TWSC Cole Valley Christian School TIS 13: Ersatz Place & Site Access C Total 2025 Before SH16 PM School Peak Hour-Interim RIRO Intersection Int Delay,s/veh 7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y + Traffic Vol,veh/h 0 30 238 14 18 0 Future Vol,veh/h 0 30 238 14 18 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 200 - Veh in Median Storage,# 0 - 0 0 Grade,% 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 33 264 16 20 0 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 564 20 20 0 0 Stage 1 20 - - - - Stage 2 544 - - 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 490 1064 1609 Stage 1 1008 - - Stage 2 586 - - - Platoon blocked, % Mov Cap-1 Maneuver 410 1064 1609 - Mov Cap-2 Maneuver 410 - - Stage 1 843 - Stage 2 586 Approach EB NB SIB HCM Control Delay,s 8.5 7.3 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1609 - 1064 - HCM Lane V/C Ratio 0.164 - 0.031 - HCM Control Delay(s) 7.7 - 8.5 - HCM Lane LOS A - A - HCM 95th%tile Q(veh) 0.6 - 0.1 - - Kittelson&Associates Synchro 11 Report 03/18/2022 Page 6 Queues Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 After SH16 AM Peak Hour-Interim RIRO t 14* Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow(vph) 301 359 264 171 157 191 341 398 318 vlc Ratio 0.63 0.84 0.80 0.42 0.33 0.47 0.87 0.91 0.58 Control Delay 32.2 54.5 44.1 44.0 7.8 26.0 65.5 55.1 37.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 32.2 54.5 44.1 44.0 7.8 26.0 65.5 55.1 37.6 Queue Length 50th(ft) 162 229 139 117 0 89 246 234 184 Queue Length 95th(ft) 269 380 #259 200 55 169 410 #549 348 Internal Link Dist(ft) 2580 1230 5196 444 Turn Bay Length(ft) 150 150 200 200 350 Base Capacity(vph) 500 642 365 667 665 567 569 436 587 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.60 0.56 0.72 0.26 0.24 0.34 0.60 0.91 0.54 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 03/18/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 After SH16 AM Peak Hour-Interim RIRO --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r Traffic Volume(vph) 271 110 213 238 154 141 172 175 132 358 123 163 Future Volume(vph) 271 110 213 238 154 141 172 175 132 358 123 163 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.90 1.00 1.00 0.85 1.00 0.94 1.00 0.91 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1622 1710 1800 1530 1710 1684 1710 1646 Flt Permitted 0.55 1.00 0.22 1.00 1.00 0.55 1.00 0.19 1.00 Satd. Flow(perm) 984 1622 404 1800 1530 998 1684 336 1646 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 301 122 237 264 171 157 191 194 147 398 137 181 RTOR Reduction(vph) 0 50 0 0 0 121 0 19 0 0 29 0 Lane Group Flow(vph) 301 309 0 264 171 36 191 322 0 398 289 0 Heavy Vehicles(%) 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 4 Actuated Green,G(s) 46.3 28.6 44.9 27.9 27.9 40.7 27.2 57.9 38.4 Effective Green,g(s) 46.3 28.6 44.9 27.9 27.9 40.7 27.2 57.9 38.4 Actuated g/C Ratio 0.38 0.24 0.37 0.23 0.23 0.33 0.22 0.48 0.32 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 2.0 3.0 3.0 2.0 2.0 3.0 3.0 Lane Grp Cap(vph) 480 381 332 413 351 413 376 439 520 v/s Ratio Prot 0.09 c0.19 c0.11 0.10 0.05 0.19 c0.18 0.18 v/s Ratio Perm 0.15 0.18 0.02 0.10 c0.25 v/c Ratio 0.63 0.81 0.80 0.41 0.10 0.46 0.86 0.91 0.55 Uniform Delay,d1 28.4 43.9 30.1 39.8 36.9 30.2 45.3 28.5 34.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 2.6 12.0 11.6 0.7 0.1 0.3 16.5 22.0 1.3 Delay(s) 30.9 55.9 41.7 40.5 37.1 30.5 61.7 50.4 35.7 Level of Service C E D D D C E D D Approach Delay(s) 44.5 40.1 50.5 43.9 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 44.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.89 Actuated Cycle Length(s) 121.5 Sum of lost time(s) 24.0 Intersection Capacity Utilization 93.0% ICU Level of Service F Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/18/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 After SH16 AM Peak Hour-Interim RIRO --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(vehlh) 271 110 213 238 154 141 172 175 132 358 123 163 Future Volume(veh/h) 271 110 213 238 154 141 172 175 132 358 123 163 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 301 122 237 264 171 157 191 194 147 398 137 181 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 0 0 0 0 0 0 0 0 0 0 0 Cap,vehlh 502 135 263 321 417 353 399 214 162 421 223 295 Arrive On Green 0.15 0.25 0.25 0.13 0.23 0.23 0.10 0.23 0.23 0.19 0.32 0.32 Sat Flow,veh/h 1714 547 1062 1714 1800 1525 1714 950 720 1714 703 929 Grp Volume(v),veh/h 301 0 359 264 171 157 191 0 341 398 0 318 Grp Sat Flow(s),vehlh/In 1714 0 1609 1714 1800 1525 1714 0 1670 1714 0 1633 Q Serve(g_s),s 15.9 0.0 26.0 13.9 9.7 10.6 10.1 0.0 23.9 21.3 0.0 19.9 Cycle Q Clear(g_c),s 15.9 0.0 26.0 13.9 9.7 10.6 10.1 0.0 23.9 21.3 0.0 19.9 Prop In Lane 1.00 0.66 1.00 1.00 1.00 0.43 1.00 0.57 Lane Grp Cap(c),veh/h 502 0 398 321 417 353 399 0 376 421 0 518 V/C Ratio(X) 0.60 0.00 0.90 0.82 0.41 0.44 0.48 0.00 0.91 0.95 0.00 0.61 Avail Cap(c_a),veh/h 517 0 589 363 659 558 566 0 542 430 0 529 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 28.5 0.0 43.8 31.7 39.3 39.6 31.0 0.0 45.4 30.2 0.0 34.8 Incr Delay(d2),s/veh 1.8 0.0 12.5 11.3 0.6 0.9 0.3 0.0 11.6 29.6 0.0 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.4 0.0 11.2 6.4 4.2 4.1 4.2 0.0 11.1 12.1 0.0 8.2 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 30.3 0.0 56.3 43.0 39.9 40.5 31.3 0.0 57.0 59.8 0.0 36.9 LnGrp LOS C A E D D D C A E E A D Approach Vol,veh/h 660 592 532 716 Approach Delay,s/veh 44.5 41.4 47.8 49.6 Approach LOS D D D D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 24.0 33.8 18.3 44.1 22.0 35.8 29.4 33.1 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 44.0 24.0 39.0 19.0 44.0 24.0 39.0 Max Q Clear Time(g_c+I1),s 17.9 12.6 12.1 21.9 15.9 28.0 23.3 25.9 Green Ext Time(p-c),s 0.1 1.3 0.2 1.8 0.1 1.8 0.1 1.2 Intersection Summary HCM 6th Ctrl Delay 45.9 HCM 6th LOS D Kittelson&Associates Synchro 11 Report 03/18/2022 Page 1 HCM 6th TWSC Cole Valley Christian School TIS 4: McMillan Road & Ersatz Place Total 2025 After SH16 AM Peak Hour-Interim RIRO Intersection Int Delay,s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations + t r r Traffic Vol,veh/h 0 602 443 329 0 54 Future Vol,veh/h 0 602 443 329 0 54 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 200 0 Veh in Median Storage,# 0 0 - 0 - Grade,% 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 669 492 366 0 60 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 0 0 492 Stage 1 - - - Stage 2 - Critical Hdwy - - 6.2 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - Follow-up Hdwy 3.3 Pot Cap-1 Maneuver 0 - 0 581 Stage 1 0 - 0 - Stage 2 0 - 0 - Platoon blocked, % - Mov Cap-1 Maneuver - - - 581 Mov Cap-2 Maneuver Stage 1 - - Stage 2 Approach EB WB SIB HCM Control Delay,s 0 0 11.9 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - - 581 HCM Lane V/C Ratio - - 0.103 HCM Control Delay(s) - - 11.9 HCM Lane LOS - - B HCM 95th%tile Q(veh) - - 0.3 Kittelson&Associates Synchro 11 Report 03/18/2022 Page 4 HCM 6th TWSC Cole Valley Christian School TIS 11: Owyhee Storm Ave & Site Acess A Total 2025 After SH16 AM Peak Hour-Interim RIRO Intersection Int Delay,s/veh 8.4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r t r t Traffic Vol,veh/h 644 0 0 587 0 0 Future Vol,veh/h 644 0 0 587 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 0 200 - Veh in Median Storage,# 0 - 0 - 0 Grade,% 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 716 0 0 652 0 0 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1 0 0 0 Stage 1 0 - - - - Stage 2 1 - Critical Hdwy 6.4 6.2 - Critical Hdwy Stg 1 5.4 - Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.3 - Pot Cap-1 Maneuver 1027 - 0 - Stage 1 - 0 - Stage 2 1028 - 0 - Platoon blocked, % Mov Cap-1 Maneuver 1027 - - Mov Cap-2 Maneuver 1027 Stage 1 - - - Stage 2 1028 - Approach WB NB SIB HCM Control Delay,s 16.1 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 SBT Capacity(veh/h) - - 1027 HCM Lane V/C Ratio - - 0.697 HCM Control Delay(s) - - 16.1 0 HCM Lane LOS - - C A HCM 95th%tile Q(veh) - - 6 - Kittelson&Associates Synchro 11 Report 03/18/2022 Page 5 HCM 6th TWSC Cole Valley Christian School TIS 13: Ersatz Place & Site Access C Total 2025 After SH16 AM Peak Hour-Interim RIRO Intersection Int Delay,s/veh 7.2 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y + Traffic Vol,veh/h 0 39 309 20 15 0 Future Vol,veh/h 0 39 309 20 15 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 200 - Veh in Median Storage,# 0 - 0 0 Grade,% 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 43 343 22 17 0 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 725 17 17 0 0 Stage 1 17 - - - - Stage 2 708 - - 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 395 1068 1613 Stage 1 1011 - - Stage 2 492 - - - Platoon blocked, % Mov Cap-1 Maneuver 311 1068 1613 - Mov Cap-2 Maneuver 311 - - Stage 1 796 - Stage 2 492 Approach EB NB SIB HCM Control Delay,s 8.5 7.4 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1613 - 1068 - HCM Lane V/C Ratio 0.213 - 0.041 - HCM Control Delay(s) 7.8 - 8.5 - HCM Lane LOS A - A - HCM 95th%tile Q(veh) 0.8 - 0.1 - - Kittelson&Associates Synchro 11 Report 03/18/2022 Page 6 Queues Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 After SH16 PM School Peak Hour-Interim RIRO t Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT Lane Group Flow(vph) 170 157 76 196 88 227 351 384 307 vlc Ratio 0.44 0.35 0.22 0.64 0.25 0.49 0.80 0.85 0.58 Control Delay 26.3 27.4 24.0 49.8 6.7 19.6 43.2 39.4 31.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 26.3 27.4 24.0 49.8 6.7 19.6 43.2 39.4 31.1 Queue Length 50th(ft) 71 60 30 112 0 76 166 144 133 Queue Length 95th(ft) 144 140 72 223 30 154 310 #426 276 Internal Link Dist(ft) 2580 1230 5196 444 Turn Bay Length(ft) 150 150 200 200 350 Base Capacity(vph) 457 869 525 921 843 570 705 453 702 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 Reduced vlc Ratio 0.37 0.18 0.14 0.21 0.10 0.40 0.50 0.85 0.44 Intersection Summary # 95th percentile volume exceeds capacity,queue may be longer. Queue shown is maximum after two cycles. Kittelson&Associates Synchro 11 Report 03/18/2022 Page 1 HCM Signalized Intersection Capacity Analysis Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 After SH16 PM School Peak Hour-Interim RIRO -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r Traffic Volume(vph) 153 68 73 68 176 79 204 105 211 346 118 158 Future Volume(vph) 153 68 73 68 176 79 204 105 211 346 118 158 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.92 1.00 1.00 0.85 1.00 0.90 1.00 0.91 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow(prot) 1710 1645 1710 1782 1530 1710 1620 1710 1645 Flt Permitted 0.38 1.00 0.66 1.00 1.00 0.53 1.00 0.21 1.00 Satd. Flow(perm) 681 1645 1183 1782 1530 947 1620 381 1645 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 170 76 81 76 196 88 227 117 234 384 131 176 RTOR Reduction(vph) 0 28 0 0 0 72 0 49 0 0 31 0 Lane Group Flow(vph) 170 129 0 76 196 16 227 302 0 384 276 0 Heavy Vehicles(%) 0% 2% 0% 0% 1% 0% 0% 0% 0% 0% 0% 0% Turn Type pm+pt NA pm+pt NA Perm pm+pt NA pm+pt NA Protected Phases 1 6 5 2 3 8 7 4 Permitted Phases 6 2 2 8 4 Actuated Green,G(s) 37.4 25.0 24.7 18.3 18.3 36.9 23.5 49.1 29.7 Effective Green,g(s) 37.4 25.0 24.7 18.3 18.3 36.9 23.5 49.1 29.7 Actuated g/C Ratio 0.38 0.25 0.25 0.19 0.19 0.37 0.24 0.50 0.30 Clearance Time(s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension(s) 3.0 3.0 2.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap(vph) 395 417 330 331 284 458 386 454 496 v/s Ratio Prot c0.06 0.08 0.01 c0.11 0.07 0.19 c0.17 0.17 v/s Ratio Perm 0.11 0.04 0.01 0.12 c0.25 v/c Ratio 0.43 0.31 0.23 0.59 0.06 0.50 0.78 0.85 0.56 Uniform Delay,d1 21.6 29.8 28.9 36.7 33.0 22.2 35.1 18.9 28.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.8 0.4 0.1 2.8 0.1 0.8 9.9 13.5 1.4 Delay(s) 22.4 30.2 29.1 39.5 33.1 23.1 45.0 32.4 30.2 Level of Service C C C D C C D C C Approach Delay(s) 26.1 35.7 36.4 31.4 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 32.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length(s) 98.5 Sum of lost time(s) 24.0 Intersection Capacity Utilization 78.5% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Kittelson&Associates Synchro 11 Report 03/18/2022 Page 2 HCM 6th Signalized Intersection Summary Cole Valley Christian School TIS 3: Owyhee Storm Ave & McMillan Road Total 2025 After SH16 PM School Peak Hour-Interim RIRO -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� + r* Traffic Volume(vehlh) 153 68 73 68 176 79 204 105 211 346 118 158 Future Volume(veh/h) 153 68 73 68 176 79 204 105 211 346 118 158 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1800 1772 1800 1800 1786 1800 1800 1800 1800 1800 1800 1800 Adj Flow Rate,veh/h 170 76 81 76 196 88 227 117 234 384 131 176 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh,% 0 2 0 0 1 0 0 0 0 0 0 0 Cap,vehlh 319 159 169 324 261 223 484 139 278 466 225 302 Arrive On Green 0.11 0.20 0.20 0.05 0.15 0.15 0.12 0.26 0.26 0.19 0.32 0.32 Sat Flow,veh/h 1714 785 836 1714 1786 1525 1714 536 1071 1714 696 935 Grp Volume(v),veh/h 170 0 157 76 196 88 227 0 351 384 0 307 Grp Sat Flow(s),vehlh/In 1714 0 1621 1714 1786 1525 1714 0 1607 1714 0 1632 Q Serve(g_s),s 6.5 0.0 6.9 3.0 8.4 4.2 7.5 0.0 16.6 12.5 0.0 12.6 Cycle Q Clear(g_c),s 6.5 0.0 6.9 3.0 8.4 4.2 7.5 0.0 16.6 12.5 0.0 12.6 Prop In Lane 1.00 0.52 1.00 1.00 1.00 0.67 1.00 0.57 Lane Grp Cap(c),veh/h 319 0 328 324 261 223 484 0 417 466 0 526 V/C Ratio(X) 0.53 0.00 0.48 0.23 0.75 0.40 0.47 0.00 0.84 0.82 0.00 0.58 Avail Cap(c_a),veh/h 541 0 991 642 1091 932 676 0 782 551 0 793 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 25.0 0.0 28.3 27.1 32.8 31.0 18.0 0.0 28.1 17.7 0.0 22.7 Incr Delay(d2),s/veh 1.4 0.0 1.1 0.1 4.3 1.1 0.7 0.0 4.6 8.5 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.5 0.0 2.5 1.1 3.7 1.6 2.9 0.0 6.6 5.6 0.0 4.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 26.3 0.0 29.3 27.2 37.2 32.2 18.7 0.0 32.8 26.3 0.0 23.7 LnGrp LOS C A C C D C B A C C A C Approach Vol,veh/h 327 360 578 691 Approach Delay,s/veh 27.8 33.9 27.2 25.1 Approach LOS C C C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 14.6 17.7 16.0 31.9 10.1 22.2 21.0 26.8 Change Period(Y+Rc),s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting(Gmax),s 19.0 49.0 19.0 39.0 19.0 49.0 19.0 39.0 Max Q Clear Time(g_c+I1),s 8.5 10.4 9.5 14.6 5.0 8.9 14.5 18.6 Green Ext Time(p-c),s 0.3 1.3 0.4 2.0 0.1 0.8 0.5 2.2 Intersection Summary HCM 6th Ctrl Delay 27.8 HCM 6th LOS C Kittelson&Associates Synchro 11 Report 03/18/2022 Page 1 HCM 6th TWSC Cole Valley Christian School TIS 4: McMillan Road & Ersatz Place Total 2025 After SH16 PM School Peak Hour-Interim RIRO Intersection Int Delay,s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations + t r r Traffic Vol,veh/h 0 627 285 185 0 52 Future Vol,veh/h 0 627 285 185 0 52 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None None Storage Length - 200 0 Veh in Median Storage,# 0 0 - 0 - Grade,% 0 0 - 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 2 1 0 0 0 Mvmt Flow 0 697 317 206 0 58 Major/Minor Majorl Major2 Minor2 Conflicting Flow All 0 0 317 Stage 1 - - - Stage 2 - Critical Hdwy - - 6.2 Critical Hdwy Stg 1 - - Critical Hdwy Stg 2 - - Follow-up Hdwy 3.3 Pot Cap-1 Maneuver 0 - 0 728 Stage 1 0 - 0 - Stage 2 0 - 0 - Platoon blocked, % - Mov Cap-1 Maneuver - - - 728 Mov Cap-2 Maneuver Stage 1 - - Stage 2 Approach EB WB SIB HCM Control Delay,s 0 0 10.4 HCM LOS B Minor Lane/Major Mvmt EBT WBT WBR SBLn1 Capacity(veh/h) - - 728 HCM Lane V/C Ratio - - 0.079 HCM Control Delay(s) - - 10.4 HCM Lane LOS - - B HCM 95th%tile Q(veh) - - 0.3 Kittelson&Associates Synchro 11 Report 03/17/2022 Page 4 HCM 6th TWSC Cole Valley Christian School TIS 11: Owyhee Storm Ave & Site Acess A Total 2025 After SH16 PM School Peak Hour-Interim RIRO Intersection Int Delay,s/veh 10 Movement WBL WBR NBT NBR SBL SBT Lane Configurations r t r t Traffic Vol,veh/h 622 0 0 337 0 0 Future Vol,veh/h 622 0 0 337 0 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None None None Storage Length 0 0 200 - Veh in Median Storage,# 0 - 0 - 0 Grade,% 0 - 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 691 0 0 374 0 0 Major/Minor Minorl Majorl Major2 Conflicting Flow All 1 0 0 0 Stage 1 0 - - - - Stage 2 1 - Critical Hdwy 6.4 6.2 - Critical Hdwy Stg 1 5.4 - Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.3 - Pot Cap-1 Maneuver 1027 - 0 - Stage 1 - 0 - Stage 2 1028 - 0 - Platoon blocked, % Mov Cap-1 Maneuver 1027 - - Mov Cap-2 Maneuver 1027 Stage 1 - - - Stage 2 1028 - Approach WB NB SIB HCM Control Delay,s 15.4 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLnlWBLn2 SBT Capacity(veh/h) - - 1027 HCM Lane V/C Ratio - - 0.673 HCM Control Delay(s) - - 15.4 0 HCM Lane LOS - - C A HCM 95th%tile Q(veh) - - 5.5 Kittelson&Associates Synchro 11 Report 03/17/2022 Page 5 HCM 6th TWSC Cole Valley Christian School TIS 13: Ersatz Place & Site Access C Total 2025 After SH16 PM School Peak Hour-Interim RIRO Intersection Int Delay,s/veh 6.9 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Y + Traffic Vol,veh/h 0 37 174 11 15 0 Future Vol,veh/h 0 37 174 11 15 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 200 - Veh in Median Storage,# 0 - 0 0 Grade,% 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 0 0 0 0 0 0 Mvmt Flow 0 41 193 12 17 0 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 415 17 17 0 0 Stage 1 17 - - - - Stage 2 398 - - 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 598 1068 1613 - - Stage 1 1011 - - - - Stage 2 683 - - - - Platoon blocked, % - - Mov Cap-1 Maneuver 526 1068 1613 - - Mov Cap-2 Maneuver 526 - - Stage 1 890 - - Stage 2 683 - Approach EB NB SIB HCM Control Delay,s 8.5 7.1 0 HCM LOS A Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity(veh/h) 1613 - 1068 - HCM Lane V/C Ratio 0.12 - 0.038 - HCM Control Delay(s) 7.5 - 8.5 - HCM Lane LOS A - A - HCM 95th%tile Q(veh) 0.4 - 0.1 - - Kittelson&Associates Synchro 11 Report 03/17/2022 Page 6 Appendix N Turn Lane Warrants Owyhee Storm Ave & Site Access A - Northbound Right-Turn Lane A northbound right-turn Total Before SH-16 AM/PIS: lane is warranted during Total After SH-16 M/PM AM peak hour conditions Figure 6 9 Right-Turn Lane Guidelines for Two-Lane Roadways before and after SH-16 51 2341 j r-Road speed 41. m:!h : 0 kn•'h' 120 45 mph {7a kn•Jh I =J jht-Tt r r l � l E I '80 kr :i, 1}r,i 4= t{0 kn•. h•� f_ = 6 Fh i 100 CD 2= N50G 4C 600 6d0 ?66 8CC 20C 1CCC .Ao C.Dr-Road VDIumg(one direction),veh+h The following data are required: 1. Advancing Volume (veh/hr) - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the right-turning vehicle. 2. Right-Turning Volume (veh/hr) - The right-turning volume is the number of advancing vehicles turning right. 3. Operating Speed (mph) - The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. Note: Right-turn lane is not needed for right-turn volume less than 10 vph. However, criteria other than volume, e.g. crash experience, maybe used to justify a right-turn lane. If the combination of major road approach volume and right-turn volume intersects above or to the right of the speed trend line corresponding to the major road operating speed, then a right-turn lane is appropriate. Source: NCHRP Report 279 and 457 Adopted: Res.469(7/13/94) 7100-40 Revised: Res.675(1/29/03);Res.904(8/19/09);Ord.217(9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17) A northbound left-turn lane is Ersatz Place & Site Access B - Northbound Left-Turn Lane not warranted at the Site Total Before SH-16 AM/ Access B intersection with Total After SH-16 PM Ersatz Place Figure 1 — Left-Turn Lane Guidelines for Two-Lane Roads less than or equal to 40 mph A l-4t-u rr s 93C Add Left-T rn r 3C Lane a3c r r CDC 40❑ G C1 C qp 30D C No Left-tun Lane a0❑ 10a 0/0 0/0, 0 NO ..C3 ___ 3C3 43C 5C3 C3C N Advancing V011lme(Vd,vehlh The following data are required: 1. Opposing Volume (veh/hr) - VO - The opposing volume is to include only the right-turn and through movements in the opposite direction of the left turning vehicle. 2. Advancing Volume (veh/hr) - VA - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the left turning vehicle. 3. Operating Speed (mph)-The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. 4. Percentage of left turns in VA Left- turn lane is not needed for left turn volume less than 10 vph. However, criteria other than volume, such as crash experience, may be used to justify a left-turn lane. The appropriate trend line is identified on the basis of the percentage of left-turns in the advancing volume, rounded up to the nearest percentage trend line. If the advancing and opposing volume combination intersects above or to the right of this trend line, a left-turn lane is appropriate. Source: NCHRP Report 279 and 457 Adopted: Res.469(7/13/94) 7100-35 Revised: Res. 675(1/29/03); Res.904(8/19/09);Ord.217(9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17); Ord. 238(12/12/18) Ersatz Place & Site Access C - Northbound Left-Turn Lane A northbound left-turn lane is Total Before SH-16 AM/ warranted at the Site Access C Total After SH-16 PM intersection with Ersatz Place during AM peak hour. Figure 1 — Left-Turn Lane Guidelines for Two-Lane Roads less than or equal to 40 mph A l-4t-u rr s 95% �]?i �C?i 159t 174+ n VA 93C Add Left-T rn r Dc Lane arc r r CDC a j -7C a rn m 37C 4 a No Left-tun Lane 23C 17C 19/ 1 7 1C7 Dr.CO 003DD �40C 5ca o e3c --- N AdvAcing Volume?V,},veh!h LO The following data are required: 1. Opposing Volume (veh/hr) - VO - The opposing volume is to include only the right-turn and through movements in the opposite direction of the left turning vehicle. 2. Advancing Volume (veh/hr) - VA - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the left turning vehicle. 3. Operating Speed (mph)-The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. 4. Percentage of left turns in VA Left- turn lane is not needed for left turn volume less than 10 vph. However, criteria other than volume, such as crash experience, may be used to justify a left-turn lane. The appropriate trend line is identified on the basis of the percentage of left-turns in the advancing volume, rounded up to the nearest percentage trend line. If the advancing and opposing volume combination intersects above or to the right of this trend line, a left-turn lane is appropriate. Source: NCHRP Report 279 and 457 Adopted: Res.469(7/13/94) 7100-35 Revised: Res. 675(1/29/03); Res.904(8/19/09);Ord.217(9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17); Ord. 238(12/12/18) Ersatz Place & McMillan Road - Eastbound Left-Turn Lane An eastbound left-turn lane is Total Before SH-16 AM/ warranted at the Ersatz Place / Total After SH-16 PM McMillan Road intersection during the AM peak hour and Figure 3— Left-Turn Lane Guidelines for Two-Lane Roads, 50 mph school PM peak hours. 947 5°4 le'[-lurr 5 zC.a; 27°i 15 a°i Ir vA am 761 Cr L ftIurn Lan e 7C9 arras e 510 a 51.3 �70 � LCO 4 u G d 3141 Left-Tun Lane Not Wai ranted uo ua 0 Advancing Volume(Va),vl*?W The following data are required: 1. Opposing Volume (veh/hr) - VO - The opposing volume is to include only the right-turn and through movements in the opposite direction of the left-turning vehicle. 2. Advancing Volume (veh/hr) - VA - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the left-turning vehicle. 3. Operating Speed (mph) - The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. 4. Percentage of left-turns in VA Left-turn lane is not needed for left-turn volume less than 10 vph. However, criteria other than volume, such as crash experience, may be used to justify a left-turn lane. The appropriate trend line is identified on the basis of the percentage of left-turns in the advancing volume, rounded up to the nearest percentage trend line. If the advancing and opposing volume combination intersects above or to the right of this trend line, a left-turn lane is appropriate. Source: NCHRP Report 279 and 457 Adopted: Res.469(7/13/94) 7100-37 Revised: Res.675(1/29/03);Res.904(8/19/09);Ord.217(9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17) A westbound right-turn lane is Ersatz Place & McMillan Road WBR warranted at the Ersatz Place / Total Before SH-16 AM/ McMillan Road intersection Total After SH-16 PM during the AM peak hour and Figure 6— Right-Turn Lane Guidelines for Two-Lane Roadways school PM peak hours. 4 85329 14 JI 40 n Dh i 0 kn ih) k d Riuhtfurri k tone = l l > E 7t�•. 00 k n•. f_ => 60 mDh i100 xreh. 2C= 500 CD 600 L(1 600 L0 700 00 804 20C � 1CCC .Ao L0 (0 1` 0') Major-Road VDIume(one direc4an),vehfh The following data are required: 1. Advancing Volume (veh/hr) - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the right-turning vehicle. 2. Right-Turning Volume (veh/hr) - The right-turning volume is the number of advancing vehicles turning right. 3. Operating Speed (mph) - The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. Note: Right-turn lane is not needed for right-turn volume less than 10 vph. However, criteria other than volume, e.g. crash experience, maybe used to justify a right-turn lane. If the combination of major road approach volume and right-turn volume intersects above or to the right of the speed trend line corresponding to the major road operating speed, then a right-turn lane is appropriate. Source: NCHRP Report 279 and 457 Adopted: Res.469(7/13/94) 7100-40 Revised: Res.675(1/29/03);Res.904(8/19/09);Ord.217(9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17) A westbound right-turn lane is Owyhee Storm Ave & McMillan Road WBR warranted at the Owyhee Storm Total Before SH-16 AM/ Avenue / McMillan Road Total After SH-16 PM intersection during the AM peak Figure 6— Rigni-T urn Lane Guideiines for Two-Lane Roadways hour and school PM peak hours. 189 -ac J F-Row speed d rnph 0 W h' k 4 r,. 108 70 k n'?h 109 I iaht-Tt 4 Y E 79 > v] -11 I- '80 4n ;h� E2 S -Ilk,, f_ => 60 h 1 as h} CM M N 2CC 50G(N CD 600 Co 6d00 ?66 8CC 20C 1CCC .Ao CM LO Cfl Maj Dr-Road VDIume(one direction),veh+h The following data are required: 1. Advancing Volume (veh/hr) - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the right-turning vehicle. 2. Right-Turning Volume (veh/hr) - The right-turning volume is the number of advancing vehicles turning right. 3. Operating Speed (mph) - The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. Note: Right-turn lane is not needed for right-turn volume less than 10 vph. However, criteria other than volume, e.g. crash experience, maybe used to justify a right-turn lane. If the combination of major road approach volume and right-turn volume intersects above or to the right of the speed trend line corresponding to the major road operating speed, then a right-turn lane is appropriate. Source: NCHRP Report 279 and 457 Adopted: Res.469(7/13/94) 7100-40 Revised: Res.675(1/29/03);Res.904(8/19/09);Ord.217(9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17) Owyhee Storm Avenue & McMillan Road EBL An eastbound left-turn lane is Total Before SH-16 AM/ warranted at the Owyhee Storm Total After SH-16 PM Avenue / McMillan Road intersection during the AM peak Figure 3— Left-Turn Lane Guidelines for Two-Lane Roads, 50 mph hour and school PM peak hours. 5%IE Rirr 5 3C0 Cr' L ft Turn Lane arran e s[a 5C9 a 4 y� F � L[d 4 u G 1339 n 3rn � r Len-lu n Lane NO 'i 258 Wai ranted z[o uo [ 110 :oo ao: eca LO Advl�Kwng Volume(Va),vehlh The following data are required: 1. Opposing Volume (veh/hr) - VO - The opposing volume is to include only the right-turn and through movements in the opposite direction of the left-turning vehicle. 2. Advancing Volume (veh/hr) - VA - The advancing volume is to include the right-turn, left-turn and through movements in the same direction as the left-turning vehicle. 3. Operating Speed (mph) - The greatest of anticipated operating speed, measured 85th percentile speed or posted speed. 4. Percentage of left-turns in VA Left-turn lane is not needed for left-turn volume less than 10 vph. However, criteria other than volume, such as crash experience, may be used to justify a left-turn lane. The appropriate trend line is identified on the basis of the percentage of left-turns in the advancing volume, rounded up to the nearest percentage trend line. If the advancing and opposing volume combination intersects above or to the right of this trend line, a left-turn lane is appropriate. Source: NCHRP Report 279 and 457 Adopted: Res.469(7/13/94) 7100-37 Revised: Res.675(1/29/03);Res.904(8/19/09);Ord.217(9/14/11); Ord. 232 (12/7/16); Ord. 233 (1/25/17)