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Traffic StudyTraffic Impact Study Jump Creek Subdivision �FF.SS OE N I,'of N l QQ i/ -rTAII L CF 9TE OF �y G. KE�� Meridian, Idaho Prepared for: NORTHSIDE MANAGEMENT Prepared by: aSIX MILE ENGINEERING, PA June 26, 2014 o��S��ONA RFiyGf'L '120 G C lgTf OF YANG R�P JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Table of Contents ReportSummary........................................................................................................................................1 ProposedDevelopment...........................................................................................................................1 Proposed Mitigation for Existing Traffic...................................................................................................2 Proposed Mitigation for 2015 (Phase 1) Background Traffic...................................................................2 Proposed Mitigation for 2015 (Phase 1) Site Plus Background Traffic....................................................3 Proposed Mitigation for 2018 (Phase 2) Background Traffic...................................................................3 Proposed Mitigation for 2018 (Phase 2) Site Plus Background Traffic....................................................3 ProposedDevelopment.............................................................................................................................4 ProjectDescription...................................................................................................................................4 StudyApproach..................................................................... StudyPeriod ....................................................................... Analysis of Existing Traffic Conditions ............................... Roadway Network................................................................ Transit Service..................................................................... Bicycle and Pedestrian Facilities ......................................... Traffic Volumes.................................................................... Level of Service................................................................... Roadway Segment LOS .................................................. Intersection LOS.............................................................. Existing Traffic Mitigation..................................................... Analysis of 2015 (Phase 1) Background Traffic Conditions........... RoadwayNetwork............................................................................. Transit Service.................................................................................. Bicycle and Pedestrian Facilities...................................................... TrafficVolumes................................................................................. Off -Site Development....................................................................... Levelof Service................................................................................ RoadwaySegment LOS............................................................... IntersectionLOS........................................................................... 2015 (Phase 1) Background Traffic Mitigation .................................. r ..7 ..7 .. 7 ..7 ..7 10 10 11 13 ..............................................15 ..............................................15 ..............................................15 ..............................................15 ..............................................15 ..............................................15 ..............................................17 ..............................................17 ..............................................17 ..............................................17 Analysis of 2015 (Phase 1) Site Plus Background Traffic Conditions... TripGeneration......................................................................................... 20 SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE I JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO TripCapture................................................................... Pass -By Trips................................................................ DivertedTrips................................................................ Trip Distribution and Assignment ................................... Site Plus Background Traffic ......................................... Level of Service............................................................. Roadway Segment LOS ............................................ IntersectionLOS ........................................................ 2015 (Phase 1) Site Plus Background Traffic Mitigation Site Access Intersections ............................................... Turn Lane Analysis .................................................... Operations................................................................. Analysis of 2018 (Phase 2) Background Traffic Conditions RoadwayNetwork................................................................. TransitService...................................................................... Bicycle and Pedestrian Facilities .......................................... Traffic Volumes...................................................................... Off -Site Development............................................................ Phased Development............................................................ Level of Service..................................................................... Roadway Segment LOS .................................................... IntersectionLOS................................................................ 2018 (Phase 2) Background Traffic Mitigation ....................... ..............28 .............. 28 Analysis of 2018 (Phase 2) Site Plus Background Traffic Conditions ................................................36 TripGeneration......................................................................................................................................36 TripCapture...........................................................................................................................................36 Pass -By Trips........................................................................................................................................36 DivertedTrips........................................................................................................................................36 Trip Distribution and Assignment...........................................................................................................36 Site Plus Background Traffic.................................................................................................................36 Levelof Service.....................................................................................................................................40 RoadwaySegment LOS....................................................................................................................40 IntersectionLOS................................................................................................................................40 2018 (Phase 2) Site Plus Background Traffic Mitigation.......................................................................42 Site Access Intersections.......................................................................................................................44 TurnLane Analysis............................................................................................................................44 aSIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Operation...........................................................................................................................................44 InternalSite Circulation..........................................................................................................................44 Summaryof Results................................................................................................................................46 ExistingTraffic Conditions.....................................................................................................................46 2015 (Phase 1) Background Traffic Conditions.....................................................................................46 2015 (Phase 1) Site Plus Background Traffic Conditions......................................................................46 2018 (Phase 2) Background Traffic Conditions.....................................................................................47 2018 (Phase 2) Site Plus Background Traffic Conditions......................................................................48 Appendix A: COMPASS'S Modeling Data.............................................................................................. A Appendix B: Existing Traffic Counts..................................................................................................... B Appendix C: Analysis Reports — Existing Traffic................................................................................. C Appendix D: Offsite Traffic Generation Summary................................................................................ D Appendix E: Analysis Reports — 2015 (Phase 1) Background Traffic.................................................E Appendix F: Analysis Reports — 2015 (Phase 1) Site Plus Background Traffic.................................F Appendix G: Turn Lane Warrant Worksheets....................................................................................... G Appendix H: Analysis Reports — 2018 (Phase 2) Background Traffic ............................................... H Appendix I: Analysis Reports — 2018 (Phase 2) Site Plus Background Traffic...................................I List of Figures Figure1. Preliminary site plan....................................................................................................................5 Figure 2. Existing roadway network............................................................................................................8 Figure3. Existing traffic..............................................................................................................................9 Figure 4. 2015 (Phase 1) background traffic.............................................................................................16 Figure 5. Site traffic distribution................................................................................................................22 Figure 6. 2015 (Phase 1) site traffic..........................................................................................................23 Figure 7. 2015 (Phase 1) site plus background traffic..............................................................................24 Figure 8. 2018 (Phase 2) background traffic.............................................................................................31 Figure 9. 2018 (Phase 2) site traffic..........................................................................................................38 Figure 10. 2018 (Phase 2) site plus background traffic............................................................................39 List of Tables Table 1. ACHD LOS standards for roadway segments.............................................................................10 Table 2. Roadway segment LOS — 2013 existing traffic...........................................................................11 Table 3. Intersection MOEs — 2013 existing traffic...................................................................................12 aSIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Table 4. Lane group v/c ratios — 2013 existing traffic...............................................................................13 Table 5. Intersection MOEs — 2013 existing traffic mitigation....................................................................14 Table 6. Lane group v/c ratios — 2013 existing traffic mitigation...............................................................14 Table 7. Roadway segment LOS — 2015 (Phase 1) background traffic....................................................17 Table 8. Intersection WES-2015 (Phase 1) background traffic............................................................18 Table 9. Lane group v/c ratios —2015 (Phase 1) background traffic........................................................19 Table 10. 2015 (Phase 1) trip generation summary ..................................................................................21 Table 11. Roadway segment LOS — 2015 (Phase 1) site plus background traffic....................................25 Table 12. Intersection MOEs — 2015 (Phase 1) site plus background traffic............................................26 Table 13. Lane group v/c ratios — 2015 (Phase 1) site plus background traffic........................................27 Table 14. Site access MOEs — 2015 (Phase 1) site plus background traffic............................................29 Table 15. Roadway segment LOS —2018 (Phase 2) background traffic..................................................32 Table 16. Intersection MOEs — 2018 (Phase 2) background traffic..........................................................33 Table 17. Lane group v/c ratios — 2018 (Phase 2) background traffic......................................................34 Table 18. Intersection MOEs — 2018 (Phase 2) background traffic mitigation..........................................35 Table 19. Lane group v/c ratios — 2018 (Phase 2) background traffic mitigation......................................35 Table 20. 2018 (Phase 2) trip generation summary ..................................................................................37 Table 21. Roadway segment LOS — 2018 (Phase 2) site plus background traffic....................................40 Table 22. Intersection MOEs — 2018 (Phase 2) site plus background traffic............................................41 Table 23. Lane group v/c ratio — 2018 (Phase 2) site plus background traffic..........................................42 Table 24. Intersection MOEs — 2018 (Phase 2) site plus background traffic mitigation ............................43 Table 25. Lane group v/c ratios — 2018 (Phase 2) site plus background traffic mitigation ........................43 Table 26. Intersection MOEs — 2018 (Phase 2) site plus background traffic............................................45 aSIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE IV JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Report Summary This study evaluates the traffic impacts generated by the proposed Jump Creek Subdivision located in Meridian, Idaho. It was prepared in compliance with the Ada County Highway District's (ACHD's) requirements for Traffic Impact Studies listed in Section 7106 of the current ACHD Policy Manual. The study area was identified through the Community Planning Association of Southwest Idaho's (COMPASS) travel demand modelings and was approved by ACHD staff — see Study Approach on page 6. The study's principal findings and recommendations are summarized below. Proposed Development 1. Jump Creek Subdivision is a proposed residential development located on Black Cat Road between Chinden Boulevard and McMillan Road within the Meridian City limits in Ada County (see Figure 1 on page 5). The site is currently undeveloped and zoned as Rural Urban Transition (RUT). Jump Creek Subdivision is planning to rezone the site to Medium Density Residential (R-8) containing the following proposed land uses: • 321 single-family dwelling units • 76 multi -family dwelling units 2. The development is planned to be constructed in multiple phases. This traffic impact study consolidates the phases into two major phases: • Phase 1 constructs the following land uses by 2015: 0 80 single-family dwelling units 0 38 multi -family dwelling units • Phase 2 constructs the following land uses by 2018: 0 241 single-family dwelling units 0 38 multi -family dwelling units 3. Two full access approaches on Black Cat Road and the continuation of a collector street with Black Cat Road access are proposed for the development. In addition, two full access approaches for the development is planned on the collector street located west of the Black Cat Road intersection: • Proposed collector street approach on Black Cat Road o The street is identified in the future roadway master plan in the City of Meridian's North Meridian Plan. It connects to the roadway network in the proposed Oaks Subdivision to the west and Volterra Subdivision to the east. o The intersection with Black Cat Road is located midway between Chinden Boulevard and McMillan Road, and meets ACHD's minimum spacing of 1,320 feet for an unsignalized public and half -mile spacing for a signalized public street on a minor arterial o The proposed full access approaches on the collector street should be located at least 440 feet from the Black Cat Road intersection to meet ACHD's minimum separation from a future signalized intersection on a collector street SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 1 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO o The east leg is expected to be constructed with the proposed Volterra Subdivision, which also included a left -turn lane on the southbound approach and a right -turn lane on the northbound approach to mitigate its offsite traffic impacts o A left -turn lane is warranted on the northbound approach to mitigate potential safety issues due to sight distance restrictions o The intersection with Black Cat Road is not expected to meet warrants for a traffic signal with the estimated 2018 site plus background traffic, but may need a traffic signal beyond 2018 with additional traffic growth o Right-of-way at this intersection should be preserved for a future signal or roundabout improvements • Full access Approach 1 on Black Cat Road o The approach is located approximately 1,000 feet south of the proposed collector street, and meets ACHD's driveway spacing requirement of 710 feet from a future signalized intersection on a minor arterial • Full access Approach 2 on Black Cat Road o The approach is located approximately 760 feet north of McMillan Road, and meets ACHD's driveway spacing requirement of 710 feet from a future signalized intersection on a minor arterial Proposed Mitigation for Existing Traffic 4. For the existing traffic conditions analyzed with the existing roadway lane configurations, all study area roadways meet ACHD's minimum operational thresholds. No roadway improvements are needed to mitigate the existing traffic. 5. For the existing traffic conditions analyzed with the existing intersection control and lane configurations, one study area intersection is expected to exceed ACHD's minimum operational thresholds and requires traffic signal warrant analysis: Black Cat Road and Chinden Boulevard intersection. The following intersection improvements are proposed to mitigate existing traffic: • Traffic signal at the Black Cat Road and Chinden Boulevard intersection with widening for a left -turn lane, a through lane and a shared through and right -turn lane on the Chinden Boulevard approaches and a left -turn lane and a shared through and right -turn lane on the Black Cat Road approaches (5X3 intersection) Proposed Mitigation for 2015 (Phase 1) Background Traffic 6. For the 2015 background traffic conditions analyzed with the existing roadway lane configurations, all study area roadways meet ACHD's minimum operational thresholds. No roadway improvements are needed to mitigate the 2015 background traffic. 7. For the 2015 background traffic conditions analyzed with the existing intersection control and lane configurations, all study area intersections meet ACHD's minimum operational thresholds. No intersection improvements are needed to mitigate the existing traffic. SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 2 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Proposed Mitigation for 2015 (Phase 1) Site Plus Background Traffic 8. For the 2015 site plus background traffic conditions analyzed with the existing roadway lane configurations, all study area roadways meet ACHD's minimum operational thresholds. No roadway improvements beyond those identified for preceding mitigation are needed to mitigate the 2015 site plus background traffic. 9. For the 2015 site plus background traffic conditions analyzed with the existing intersection control and lane configurations, or with the preceding mitigation improvements, all study area intersections meet ACHD's minimum operational thresholds. No intersection improvements are needed to mitigate the 2015 site plus background traffic. Proposed Mitigation for 2018 (Phase 2) Background Traffic 10. For the 2018 background traffic conditions analyzed with the existing roadway lane configurations, all study area roadways meet ACHD's minimum operational thresholds. No roadway improvements are needed to mitigate the 2018 background traffic. 11. For the 2018 background traffic conditions analyzed with the existing intersection control and lane configurations, or with the preceding mitigation improvements, one study area intersection is expected to exceed ACHD's minimum operational thresholds: Black Cat Road and Ustick Road intersection. Two improvement options at the Black Cat Road and Ustick Road intersection are proposed to mitigate the 2018 site plus background traffic: • Traffic signal with a left -turn lane and a shared through and right -turn lane on all approaches (3X3 intersection) • Single -lane roundabout Proposed Mitigation for 2018 (Phase 2) Site Plus Background Traffic 12. For the 2018 site plus background traffic conditions analyzed with the existing roadway lane configurations, all study area roadways meet ACHD's minimum operational thresholds. No roadway improvements are needed to mitigate the 2018 site plus background traffic. 13. For the 2018 site plus background traffic conditions analyzed with the existing intersection control and lane configuration, or with preceding mitigation improvements, one study area intersection is expected to exceed ACHD's minimum operational thresholds: Black Cat Road and McMillan Road intersection. Two improvement options at the Black Cat Road and McMillan Road intersection are proposed to mitigate the 2018 site plus background traffic: • Traffic signal with a left -turn lane and a shared through and right -turn lane on all approaches (3X3 intersection) • Single -lane roundabout 14. A left -turn lane is warranted on the northbound approach at the proposed Approach 1 and Approach 2 intersections on Black Cat Road. SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 3 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Proposed Development Project Description Jump Creek Subdivision is a proposed residential development located west of Black Cat Road between McMillan Road and Chinden Boulevard within the Meridian City limits in Ada County. Figure 1 on page 5 is the preliminary site plan for the development showing the proposed land uses, internal circulation and site access to the existing roadway system. The site is currently undeveloped and zoned as Rural Urban Transition (RUT). Jump Creek Subdivision is planned to rezone the site to Medium Density Residential (R-8) containing the following proposed land uses: • 321 single-family dwelling units • 76 multi -family dwelling units The development anticipates multiple construction phases that may be constructed separately or grouped together, depending on market conditions. The Ada County Highway District (ACHD) will likely require an updated traffic analysis prior to construction of each separate or grouped phase. This traffic impact study (TIS) consolidates the phases to two major phases with the following build -out years: • Phase 1 constructs the following land uses by 2015: 0 80 single-family dwelling units 0 38 multi -family dwelling units • Phase 2 constructs the following land uses by 2018: 0 241 single-family dwelling units 0 38 multi -family dwelling units Jump Creek Subdivision is planning to construct one collector street within its northern site boundary intersecting Black Cat Road midway between Chinden Boulevard and McMillan Road. One full access approach for the development is planned on this collector street located approximately 500 feet west of the Black Cat Road intersection. Two full access approaches for the development are planned on Black Cat Road located south of the proposed collector street. The proposed access locations are discussed and analyzed in the following sections. SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 4 TRAFFIC IMPACT STUDY JUMP CREEK SUBDIVISION MERIDIAN, IDAHO i I —i—r7 i I • s a ° IL e 7• Figure 1. Preliminary site plan Proposed Collector Approach 1 Approach 2 aSIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 5 0 0®®e. ®a c e e e a• 0. e. i — T — --- ---- o j 0 0 I j a I I • o I I s. I I !• l o I a I I I m Figure 1. Preliminary site plan Proposed Collector Approach 1 Approach 2 aSIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 5 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Study Approach This TIS follows the requirements for Traffic Impact Studies listed in Section 7106 of the current ACHD Policy Manual. The study area was identified through the Community Planning Association of Southwest Idaho's (COMPASS) travel demand modelings with and without the proposed development and was approved by ACHD staff. A summary of COMPASS's modeling data and results are included in Appendix A. Study Area The following external study area roadway segments and intersections were identified by ACHD for the traffic impact analysis: • Study area roadway segments: o Black Cat Road. between Chinden Boulevard and McMillan Road o McMillan Road adjacent to the site • Study area intersections: o Black Cat Road and Chinden Boulevard o Black Cat Road and McMillan Road o Black Cat Road and Ustick Road o Proposed site access intersections on Black Cat Road Study Period The study periods are: • Existing (2013) • 2015 (Phase 1) • 2018 (Phase 2) The following time intervals were identified for analysis: • Weekday AM peak hour • Weekday PM peak hour ® SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 6 VISION TRAFFIC IMPACT STUDY LUMP CREME R DIAN,IIDAHO Analysis of Existing Traffic Conditions Roadway Network Figure 2 on page 8 illustrates the existing roadway network, intersection control and channelization in the study area. The roadway functional classification is based on the current adopted 2015 Functional Classification Map for Ada County maintained by Community Planning Association of Southwest Idaho (COMPASS). A brief description of the existing roadways serving the development follows. Black Cat Road is functionally classified as a minor arterial and has a posted speed limit of 50 mph. It is a north -south roadway and has one lane in each direction with no curb, gutter or sidewalk in the study area. Chinden Boulevard is functionally classified as a principal arterial with a posted speed limit of 55 mph. is an east -west state highway (US20/26) under ITD's jurisdiction. It has one travel lane in each direction and left -turn lanes at major intersections, with no curb, gutter or sidewalk in the study area. McMillan Road is functionally classified as a minor arterial with a posted speed limit of 50 mph. It is an east -west roadway and has one lane in each direction with no curb, gutter or sidewalk in the study area. Ustick Road is functionally classified as a principal arterial and has a posted speed limit of 45 mph. It is an east -west roadway and has one lane in each direction with no curb, gutter or sidewalk in the study area. Transit Service There is currently no transit service in the study area. Carpooling and vanpooling programs are available for the area through ACHD Commuteride and Valley Regional Transit (VRT). Bicycle and Pedestrian Facilities The study area roadways do not have dedicated bicycle lanes or sidewalks. There are no crosswalks at the study area intersections, and there are no mid -block pedestrian or school crossings in the study area. Traffic Volumes The existing peak hour intersection turning movement counts for the study intersections were collected on a weekday for a 2 -hour period at 15 -minute intervals between 7:00 and 9:00 during the AM peak travel period hour and between 4:00 and 6:00 during the PM peak travel period. The average daily traffic (ADT) on the study segment of Black Cat Road and McMillan Road was also collected or obtained from ACHD's website. Figure 3 on page 9 displays a summary of the existing traffic counts, which are included in Appendix B. aSIX MILE ENGINEERING, PA .LUNE 26, 2014 PAGE 7 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO I NTS (2) (2) 121. LEGEND: (X) NUMBER OF LANES PRINCIPAL ARTERIAL MINOR ARTERIAL STOP SIGN STUDY INTERSECTION �)�� 1 CHANNELIZATION 2) JUMP CREEK SUBDIVISION 7( (2) Figure 2. Existing roadway network CHINDEN BOULEVARD (2) McMILLAN ROAD (2) (2) USTICK ROAD SIX MILE ENGINEERING, PA ,TUNE 26, 2014 PAGE 8 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Figure 3. Existing traffic aSIX MILE ENGINEERING, PA ,TUNE 26, 2014 PAGE 9 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Level of Service Roadway Segment LOS ACHD has developed level of service (LOS) standards for roadway segments based on directional peak hour volumes for various roadway functional classifications, number of lanes and left -turn treatments. Based on the current ACHD Policy Manual, the minimum acceptable level of service for a roadway segment is LOS E for principal arterials and LOS D for minor arterials and collectors. Table 1 summarizes ACHD's LOS standards for roadway segments. ACHD does not have LOS standards for local streets, but an ADT for new and existing local streets is typically less than 2,000 vehicles per day (vpd) as defined in Section 7207.1 and Section 7207.3 of the current ACHD Policy Manual. Table 1. ACHD LOS standards for roadway segments ACHD Policy Manual, Section 7106.4.1, Table 2 ® SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 10 No, of T7T�hre7sTholpdjVolume Through ) LOS D LOS E Functional Classification Lanes Principal Arterial No Left -Turn Lanes 1 550 690 1 750 880 Continuous Center Left -Turn Lane 2 1,600 1,770 3 2,440 2,660 Median -Control, Channelized Left- 1 790 920 Turn Lanes at Major Intersections 2 1,680 1,860 3 2,560 2,790 Minor Arterial No Left -Turn Lanes 1 550 690 Unrestricted Median, 1 720 880 Continuous Left -Turn Lane 2 1,540 1,770 3 2,370 2,660 Median -Control, Channelized Left- 1 760 920 Turn Lanes at Major Intersections 2 1,620 1,860 3 2,490 2,790 Collector No Left -Turn Lanes 1 425 525 Unrestricted Median, Continuous 1 530 660 Center Left -Tum Lane 2 1,080 1,250 ACHD Policy Manual, Section 7106.4.1, Table 2 ® SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 10 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Table 2 summarizes the existing roadway segment LOS in the study area. The segments of Black Cat Road and McMillan Road within the study area currently have sufficient capacity to operate at acceptable LOS D or better, required for minor arterials, during the AM and PM peak hours with the existing number of lanes. Table 2. Roadway segment LOS — 2013 existing traffic Intersection LOS To determine the existing traffic impacts, the study area intersections were analyzed with existing traffic and the existing intersection control and lane configurations. For signalized, unsignalized and roundabout intersections, ACHD utilizes the Transportation Research Board's 2010 Highway Capacity Manual (2010 HCM) methodologies to determine the level of service. Intersection LOS ratings are based on the average control delay per vehicle and the intersection volume to capacity (v/c) ratio. The maximum overall intersection v/c ratio is 0.90 for signalized intersections. The intersection v/c ratio for roundabouts and unsignalized intersections is undefined by the 2010 HCM. The maximum lane group v/c ratio for the signalized and unsignalized intersections is 1.0, and 0.85 for roundabouts. The existing traffic operations were analyzed using Synchro 8, which utilizes the 2010 HCM methodologies. The intersections were evaluated with the existing intersection control, lane configuration and peak hour volumes. All parameters used in the analysis were based on existing data when available or default values as recommended in Section 7106.6.2 of the current ACHD Policy Manual or Capital Improvements Plan guidelines, when not available. Synchro reports of the existing traffic analysis are included in Appendix C. Tables 3 and 4 on pages 12 and 13 summarize the intersection measures of effectiveness (MOEs) during the AM and PM peak hour traffic conditions. All study area intersections are currently operating at acceptable LOS E or better with a v/c ratio of 0.56 or less for all lane groups during the peak hours with the existing traffic conditions. The minor movements at the Black Cat Road and Chinden Boulevard intersection are currently operating at LOS D or worse, which requires a traffic signal warrant analysis according to ACHD policy. ® SIX MILE ENGINEERING, PA .TUNE 26, 2014 PAGE 11 Threshold AM Peak Hour PM Peak Hour No. of Volume v h Major Direction Maar Direction Functional Through Left -Turn LOS LOS Volume Volume RoadwaySegment Class. Lanes Treatment D E (vph) LOS (vph) LOS Black Cat Road: Chinden Boulevard Minor to Ustick Road Arterial 1 No LT Lane 550 690 153 < D 181 < D McMillan Road: Minor Adjacent to site Arterial 1 No LT Lane 550 690 86 < D 135 < D Intersection LOS To determine the existing traffic impacts, the study area intersections were analyzed with existing traffic and the existing intersection control and lane configurations. For signalized, unsignalized and roundabout intersections, ACHD utilizes the Transportation Research Board's 2010 Highway Capacity Manual (2010 HCM) methodologies to determine the level of service. Intersection LOS ratings are based on the average control delay per vehicle and the intersection volume to capacity (v/c) ratio. The maximum overall intersection v/c ratio is 0.90 for signalized intersections. The intersection v/c ratio for roundabouts and unsignalized intersections is undefined by the 2010 HCM. The maximum lane group v/c ratio for the signalized and unsignalized intersections is 1.0, and 0.85 for roundabouts. The existing traffic operations were analyzed using Synchro 8, which utilizes the 2010 HCM methodologies. The intersections were evaluated with the existing intersection control, lane configuration and peak hour volumes. All parameters used in the analysis were based on existing data when available or default values as recommended in Section 7106.6.2 of the current ACHD Policy Manual or Capital Improvements Plan guidelines, when not available. Synchro reports of the existing traffic analysis are included in Appendix C. Tables 3 and 4 on pages 12 and 13 summarize the intersection measures of effectiveness (MOEs) during the AM and PM peak hour traffic conditions. All study area intersections are currently operating at acceptable LOS E or better with a v/c ratio of 0.56 or less for all lane groups during the peak hours with the existing traffic conditions. The minor movements at the Black Cat Road and Chinden Boulevard intersection are currently operating at LOS D or worse, which requires a traffic signal warrant analysis according to ACHD policy. ® SIX MILE ENGINEERING, PA .TUNE 26, 2014 PAGE 11 TRAFFIC IMPACT STUDY LUMP CREEK SUBDIVISION MERIDIAN, IDAHO Table 3. Intersection MOEs - 2013 existing traffic aSIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 12 AM(PM) Peak Volumes, Control and AM Peak PM Peak Intersection Channelization MOE Hour Hour LOS (NB/SB) D/A EIE ^mss Delay (s) Black Cat Road 489)(759) "i 0001 17(63) (NB/SB) 25/0 37140 and Intersection N/A N/A Chinden Boulevard 77e( 26 ��'- 27(17) ' =a Nll� ^ A Max Lane Group v/c 0.29 (NB) 0.38 (NB) LOS A A � Black Cat Road ; � 8(0(120) 35(36) Delay (s) 8 8 and McMillan Road 0©0 1(2) 1 1- 77(6`9) - Intersection N/A N/A _mA ON v/c MaxLane 0.21 (NB) 0.21 (WB) m Group v/c LOS B B ;.M0 ;"P a, 6(22) Black Cat Road -,_ 167(240) 32(49) Delay (s) 10 14 and 22(10) � Ustick Road '000 16 Intersection N/A N/A 36(33) ' � v/c o" Max Lane Group v/c 0.34 (EB) 0.56 (WB) aSIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 12 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Table 4. Lane group We ratios — 2013 existing traffic Intersection Approach AM Peak Hour PM Peak Hour LT THRU RT LT THRU RT Black Cat Road and Chinden Boulevard NB 0.29 0.38 SB - 0.08 EB 0.01 - WB 0.03 0.07 Black Cat Road and McMillan Road NB 0.21 0.13 SB 0.07 0.10 EB 0.13 0.10 WB 0.18 0.21 Black Cat Road and Ustick Road NB 0.29 0.44 SB 0.16 0.35 EB 0.34 0.44 WB 0.33 0.56 Existing Traffic Mitigation No roadways improvements are needed to mitigate the existing traffic. For the existing traffic conditions analyzed with the existing intersection control and lane configurations, one study area intersection is expected to exceed ACHD's minimum operational thresholds for a signal warrant analysis: Black Cat Road and Chinden Boulevard intersection. The minor approaches at this intersection are expected to operate at LOS D or worse, which exceeds the LOS D signal warrants threshold for an unsignalized intersection. According to the current ACHD CIP, the Black Cat Road and Chinden Boulevard intersection is planned to be reconstructed and signalized in the year 2027-2031 timeframe. The intersection was analyzed as a signalized intersection with a left -turn lane, a through lane and a shared through and right -turn lane on the Chinden Boulevard approaches and a left -turn lane and a shared through and right -turn lane on the Black Cat approaches (5X3 intersection) as an interim mitigation to mitigate existing traffic. One of the through lanes in each direction on Chinden Boulevard drops downstream of the intersection similar to ITD's proposed improvements at the McDermott Road and Chinden Boulevard intersection. Our analysis employed a reduced lane utilization factor of 0.66 for the through movement to model the lane drop aSIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 13 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO operation. Table 5 and Table 6 summarize the mitigation analysis results. Mitigation traffic analysis reports are included in Appendix C. Chinden Boulevard is a state highway and is included in the long-range transportation plan for widening up to six lanes within the study area, and does not include a roundabout at the Black Cat Road intersection. Also, COMPASS periodically updates the CIM so the long-range transportation plan may change. For these reasons, a roundabout was not considered as a mitigation option for the Black Cat Road and Chinden Boulevard intersection. Table 5. Intersection MOEs — 2013 existing traffic mitigation Table 6. Lane group vlc ratios - 2013 existing traffic mitigation Intersection AM (PM) Peak Hour AM Peak Hour PM Peak Hour LT THRU I RT Volumes, Control THRU I RT AM Peak PM Peak Intersection and Channelization MOE Hour Hour LOS B A Black Cat Road o 0:i 1 2 ° 489(769) Delay (sec) 12 9 and 1 17(63) 0.10 0.43 0.43 Chinden Boulevard 5(0) 1 i'- _ Intersection 77°(626) -- 0.38 0.41 27(17) 1 _ n"a v/c Max Lane Group vlc 0.70 (EBT) 0.57 (EBT) Table 6. Lane group vlc ratios - 2013 existing traffic mitigation Intersection Approach AM Peak Hour PM Peak Hour LT THRU I RT LT THRU I RT Black Cat Road and Chinden Boulevard NB 0.02 0.38 0.07 0.24 SB 0.01 0.03 EB 0.03 D.700.70 - 0.57 0.57 WB 0.10 0.43 0.43 0.31 0.50 SIX MILE ENGINEERING, PA .LUNE 26, 2014 PAGE 14 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Analysis of 2015 (Phase 1) Background Traffic Conditions Roadway Network The 2015 roadway network in the study area remains the same as existing. There are no planned improvements for the study roadways and intersections according to the current ACHD Five -Year Work Plan (FYWP) and ITD's 2014-2018 Five -Year Idaho Transportation Investment Plan (ITIP). The 2015 roadway network in the vicinity of the study area also remains the same as existing with the exception of the extension of SH16 from SH44 to Chinden Boulevard as identified in ITD's /TIP. As part of the initial phase of the SH16 extension project, the McDermott Road and Chinden Boulevard intersection will be reconstructed and signalized by 2014. Transit Service VRT has planned to provide transit service on McDermott Road in its comprehensive alternative transportation system vision and is the nearest proposed stop location by the development. Bicycle and Pedestrian Facilities ACHD's current FYWP does not have bicycle or pedestrian improvement projects designated for the study roadways. However, there are multi -use path, and bicycle and pedestrian facilities planned in the study area according the City of Meridian's Comprehensive Plan and ACHD's Roadways to Bike Ways Plan. Traffic Volumes By 2015, the SH16 extension from SH44 to Chinden Boulevard will be constructed providing an additional Boise River crossing in Ada County. The SH16 extension will change the traffic patterns in the region by redistributing traffic currently using the existing Boise River crossings on Star Road, Linder Road and Eagle Road. For this study's traffic estimates, existing traffic was redistributed based on COMPASS forecasts with the SH16 extension in the network. COMPASS forecasts are included in Appendix A. 2015 background traffic was estimated using the existing traffic, redistributed with the new river crossing, with a 2 percent annual growth rate as recommended by ACHD for the previous studies in the area. Figure 4 on page 16 summarizes the 2015 background traffic. Off -Site Development Traffic generated by two offsite developments within vicinity of the study area is included in the 2015 background traffic volumes: Oaks Subdivision located west of the site and Volterra Subdivision located east of the site. The Oaks Subdivision is estimated to contain 150 single-family dwelling units by 2015. Volterra Subdivision is estimated to contain 182 single-family dwelling units and 96,000 square feet of commercial uses by 2015. Offsite traffic generated by these developments was estimated using trip generation rates and distributed and assigned to the roadway network. Offsite traffic generation summary is included in Appendix D. ® SIX MILE ENGINEERING, PA .TUNE 26, 2014 PAGE 15 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO NTS CHINDEN BOULEVARD ��.� 48�5t) 1 McMILLAN ROAD -123 22 LEGEND: F XX(XX) AM(PM) PEAK HOUR TRAFFIC VOLUMES (VPH) c� 9,-X-XR AVERAGE DAILY TRAFFIC (VPD) Y PRINCIPAL ARTERIAL g — MINOR ARTERIAL m 0 STOP SIGN 0 STUDY INTERSECTION Ill + CHANNELIZATION a TRAFFIC SIGNAL / / Nfry USTICK ROAD Figure 4. 2015 (Phase 1) background traffic SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 16 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Level of Service Roadway Segment LOS Table 7 summarizes the roadway segment LOS in the study area for the expected 2015 background peak hour traffic conditions. With the existing lane configurations and 2015 background traffic, the study segments of Black Cat Road and McMillan Road are below ACHD's threshold traffic volumes. Table 7. Roadway segment LOS — 2015 (Phase 1) background traffic Intersection LOS To determine Phase 1 background traffic impacts, the study area intersections were analyzed with 2015 background traffic and the existing intersection control and lane configuration, or with the preceding mitigation improvements. Traffic analysis reports are included in Appendix E. Table 8 and Table 9 on pages 18 and 19 summarize the intersection performance measures with the 2015 background traffic. With 2015 background traffic, all study area intersections are expected to continue to operate at acceptable LOS and v/c ratios. 2015 (Phase 1) Background Traffic Mitigation No roadway or intersection improvements beyond those identified for preceding mitigation are needed to mitigate the 2015 background traffic. aSIX MILE ENGINEERING, PA .TUNE 26, 2014 PAGE 17 Threshold AM Peak Hour PM Peak Hour No. of Volume (vph) Major Direction Major Direction Functional Through Left -Turn LOS LOS Volume Volume Roadway Segment Class. Lanes Treatment D E (vph) LOS (vph) LOS Black Cat Road Chinden Boulevard Minor 1 No LT Lane 550 690 188 < D 189 < D to McMillan Road Arterial McMillan Road Adjacent to site Minor 1 No LT Lane 550 690 161 < D 226 < D Arterial Intersection LOS To determine Phase 1 background traffic impacts, the study area intersections were analyzed with 2015 background traffic and the existing intersection control and lane configuration, or with the preceding mitigation improvements. Traffic analysis reports are included in Appendix E. Table 8 and Table 9 on pages 18 and 19 summarize the intersection performance measures with the 2015 background traffic. With 2015 background traffic, all study area intersections are expected to continue to operate at acceptable LOS and v/c ratios. 2015 (Phase 1) Background Traffic Mitigation No roadway or intersection improvements beyond those identified for preceding mitigation are needed to mitigate the 2015 background traffic. aSIX MILE ENGINEERING, PA .TUNE 26, 2014 PAGE 17 TRAFFIC IMPACT STUDY JUMP CREEK SUBDIVISION MERIDIAN, IDAHO Table 8. Intersection MOEs — 2015 (Phase 1) background traffic SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 18 AM(PM) Peak Volumes, Control and AM Peak PM Peak Intersection Channelization MOE Hour Hour LOS B A a m 6 1 3(0) Black Cat Road 580(969) -, Delay (s) 12 9 and • 1 35(100) Intersection 0.47 0.54 Boulevard 925(751) 1- ei-1' wChinden 45(40) 1 oce .e v/c Max Lane ^ Group v/c 0.73 (EBT) 0.60 (WBT) LOS A A MbOi :� O1 15(18) Black Cat Road -,- 91(146) 48(51) Delay (s) 9 9 and 25(18) McMillan Road 10©0, 99(85) - Intersection N/A N/A v/c Max Lane 0.26 (NB) 0.30 (WB) ° Group v/c M _ LOS B C _a- m m 7(23) Black Cat Road -,_ -1 174(250) 00� 34(51) Delay (s) 11 15 and 29(11) Ustick Road 68(203) - - - Intersection N/A N/A 38(35) 1 n n n V/C a Max Lane - Group v/c 0.36 (EB) 0.60 (WB) SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 18 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Table 9. Lane group vlc ratios - 2015 (Phase 1) background traffic Intersection Approach AM Peak Hour PM Peak Hour LT THRU I RT LT THRU I RT Black Cat Road and Chinden Boulevard NB 0.10 0.57 0.15 0.39 SB - - 0.02 0.04 EB 0.04 0.73 0.73 - 0.59 0.59 WB 0.23 0.44 0.44 0.56 0.60 Black Cat Road and McMillan Road NB 0.26 0.21 SB 0.11 0.18 EB 0.24 0.18 WB 0.23 0.30 Black Cat Road and Ustick Road NB 0.31 0.48 SB 0.18 0.38 EB 0.36 0.47 WB 0.35 0.60 SIX MILE ENGINEERING, PA ,LUNE 26, 2014 PAGE 19 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Analysis of 2015 (Phase 1) Site Plus Background Traffic Conditions Trip Generation The number of trips generated by Phase 1 of the Jump Creek Subdivision was estimated using the procedures from the 91" Edition of the Trip Generation Manual published by the Institute of Transportation Engineers (ITE). Table 10 on page 21 presents a summary of the trip generation for Phase 1. With the proposed land use in Phase 1, the development is projected to generate 1,015 trips per day, 80 trips during the AM peak hour, and 104 trips during the PM peak hour. Trip Capture Based on the development size and land use, Phase 1 is not expected to capture a significant amount of trips internally within the site. No trip reduction for internal capture trips was assumed in the traffic impact analysis for Phase 1. Pass -By Trips Phase 1 contains only residential and office land uses and is not expected to attract pass -by trips. Diverted Trips Phase 1 contains only residential and office land uses and is not expected to attract diverted trips. Trip Distribution and Assignment Site traffic was distributed and assigned to the external roadway system based on the existing travel patterns, site layout and the general location of the site within the area. Figure 5 on page 22 shows site traffic distribution patterns. These estimated patterns are approximately 5 percent of the site traffic with origins/destinations north of the development, 35 percent south, 15 percent west and 45 percent east. Figure 6 on page 23 summarizes the estimated site traffic generated by Phase 1 of the development. Site Plus Background Traffic Phase 1 site traffic was added to the 2015 background to obtain the 2015 site plus background traffic summarized by Figure 7 on page 24. aSIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 20 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Table 10. 2015 (Phase 1) trip generation summary Land Use Category ITE Code Total Trip Rate Size Unit per Unit Total Tris Entering Exiting Weekday Daily(vpd) Single -Family Detached Housing 210 80 DU 9.52 762 50% 381 50% 381 Apartment 220 38 DU 6.65 253 50% 127 50% 126 Total Trips 1,015 508 507 Weekday AM Peak Hour (vph) Single -Family Detached Housing 210 80 DU 0.75 60 25% 15 75% 45 Apartment 220 38 DU 0.51 20 20% 4 80% 16 Total Trips 80 19 61 Weekday PM Peak Hour (vph) Single -Family Detached Housing 210 80 DU 1.00 80 63% 50 37% 30 Apartment 220 38 DU 0.62 24 65% 15 35% 9 Total Trips 104 65 39 SIX MILE ENGINEERING, PA ,TUNE 26, 2014 PAGE 21 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO 15% I NTS JUMP CREEK SUBDIVISION CHINDEN BOULEVARD 45% Figure 5. Site traffic distribution SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 22 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Figure 6. 2016 (Phase 1) site traffic ® SIX MILE ENGINEERING, PA .LUNE 26, 2014 PAGE 23 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Figure 7. 2015 (Phase 1) site plus background traffic SIX MILE ENGINEERING, PA ,TUNE 26, 2014 PAGE 24 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Level of Service Roadway Segment LOS Table 11 summarizes the roadway segment LOS in the study area for the expected 2015 site plus background peak hour traffic conditions. With the existing lane configurations and 2015 site plus background traffic, the study segments of Black Cat Road and McMillan Road are below ACHD's threshold traffic volumes. Table 11. Roadway segment LOS — 2015 (Phase 1) site plus background traffic Intersection LOS To determine Phase 1 traffic impacts, the study area intersections were analyzed with 2015 site plus background traffic and the existing intersection control and lane configuration, or with the preceding mitigation improvements. Traffic analysis reports are included in Appendix F. Table 12 and Table 13 on pages 26 and 27 summarize the intersection performance measures with the 2015 site plus background traffic. With 2015 site plus background traffic, all study area intersections are projected to continue to operate at acceptable LOS and v/c ratios. 2015 (Phase 1) Site Plus Background Traffic Mitigation No roadway or intersection improvements beyond those identified for preceding mitigation are needed to mitigate the 2015 site plus background traffic. aSIX MILE ENGINEERING, PA .TUNE 26, 2014 PAGE 25 Threshold AM Peak Hour PM Peak Hour No. of Volume (vph) Major Direction Major Direction Functional Through Left -Turn LOS LOS Volume Volume Roadway Segment Class. Lanes Treatment D E (vph) LOS (vph) LOS Black Cat Road Chinden Boulevard Minor 1 No LT Lane 550 690 197 < D 208 < D to McMillan Road Arterial McMillan Road Minor Adjacent to site Arterial 1 No LT Lane 550 690 162 < D 228 < D Intersection LOS To determine Phase 1 traffic impacts, the study area intersections were analyzed with 2015 site plus background traffic and the existing intersection control and lane configuration, or with the preceding mitigation improvements. Traffic analysis reports are included in Appendix F. Table 12 and Table 13 on pages 26 and 27 summarize the intersection performance measures with the 2015 site plus background traffic. With 2015 site plus background traffic, all study area intersections are projected to continue to operate at acceptable LOS and v/c ratios. 2015 (Phase 1) Site Plus Background Traffic Mitigation No roadway or intersection improvements beyond those identified for preceding mitigation are needed to mitigate the 2015 site plus background traffic. aSIX MILE ENGINEERING, PA .TUNE 26, 2014 PAGE 25 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Table 12. Intersection MOEs - 2015 (Phase 1) site plus background traffic ® SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 26 AM(PM) Peak Volumes, Control and AM Peak PM Peak Intersection Channelization MOE Hour Hour LOS B A F M h 1 3(0) Black Cat Road 580(969) 'i - Delay (s) 13 10 and • 40(117) Intersection 0.48 0.56 Boulevard 6(Chinden 925(76., )- �' - 48(44) 1 "a��,� v/C Max Lane 0.74 (EBT) 0.61 (WBL ) Group v/c LOS A A ym MNN e N 18(28) Black Cat Road -1- 1 41(146) 48(51) Delay (s) 10 10 and Intersection N/A N/A McMillan Road 26(22) 10 i- 99(65) 37(27) 1 a $ v/c Max Lane 0.28 (NB) 0.32 (WB) F Group v/c LOS B C SYN Dela s y ( ) 11 17 Black Cal Road -n 17(260) 4 '1 0 01 34(51) and Intersection N/A N/A Ustick Road 24(15) 10 01- 168(203) _ 38(35) 1 N.- V/C m < Max Lane 0.37 (EB) 0.64 (WB) Group v/c ® SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 26 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Table 13. Lane group vlc ratios - 2015 (Phase 1) site plus background traffic Intersection Approach AM Peak Hour PM Peak Hour LT THRU I RT LT THRU I RT Black Cat Road and Chinden Boulevard NB 0.10 0.61 0.16 0.45 SB - - 0.02 0.04 EB 0.04 0.74 0.74 - 0.60 0.60 WB 0.27 0.44 0.44 0.61 0.60 Black Cat Road and McMillan Road NB 0.28 0.26 SB 0.18 0.23 EB 0.25 0.20 WE; 0.24 0.32 Black Cat Road and Ustick Road NB 0.32 0.52 SB 0.23 0.43 EB 0.37 0.50 WB 0.36 0.64 aSIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 27 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Site Access Intersections Based on the preliminary site plan current at the time this study was submitted, one collector street and two full access approaches are planned on Black Cat Road. One full access approach for the development is planned on the proposed collector street. The proposed collector street intersects Black Cat Road at approximately one half -mile south of Chinden Boulevard, which meets the required 1,320 feet unsignalized collector street and half -mile signalized collector street spacing on a minor arterial according the ACHD Policy Manual (Section 7205.4). This proposed collector street will be connected to the roadway network in the proposed Oaks Subdivision to the west and Volterra Subdivision to the east, and corresponds to the future roadway master plan in the City of Meridian's North Meridian Plan. The collector street intersection with Black Cat Road is not expected to meet warrants for a traffic signal with the estimated 2015 site plus background traffic. However, the intersection is expected to experience higher traffic volumes with future traffic growth in the region and as the Oaks Subdivision and Volterra Subdivision continue to develop with their future phases. Right-of-way at this intersection should be preserved for a future signal or roundabout improvements. Two full access approaches are proposed on Black Cat Road — Approach 1 and Approach 2. Approach 1 is located approximately 1,000 feet south of the proposed collector street. Approach 2 is located approximately 900 feet south of Approach 1 and approximately 760 feet north of McMillan Road intersection. These approach locations meet the required 710 feet driveway separation from a future signalized intersection on a minor arterial (Section 7205.4.5). Two full access approaches are proposed on the planned collector street located west of Black Road. These approaches should be located at least 440 feet west of the Black Cat Road intersection to meet ACHD's minimum driveway separation from a future signalized intersection on a collector street (Section 7206.4.3). Turn Lane Analysis Turn lane analysis was conducted at the proposed site access intersections using ACHD left -turn and right -turn guidelines with the 2015 site plus background traffic. Turn lane warrant worksheets are included in Appendix G. All proposed site access intersections on Black Cat Road do not warrant turn lanes with 2015 site plus background traffic. However, a left -turn lane on the southbound approach and a right -turn lane on the northbound approach are required at the proposed collector street intersection with Black Cat Road as a site specific condition of approval for Volterra Subdivision (ACHD Staff Report November 1, 2010). These intersection improvements were assumed in the analysis because offsite traffic generated by Volterra Subdivision was included in the 2015 site plus background traffic. With a left -turn lane on the southbound approach, the northbound approach will also require a left -turn lane to align the left -turn movements and mitigate potential safety issues due to sight distance restrictions. Operations Table 14 on page 29 summarizes site access intersection control, lane configuration, peak hour volumes and operation. Capacity analysis reports are included in Appendix F. All minor movements at the site access intersections are projected to operate at LOS B or better with a v/c ratio of 0.03 or less during the AM and PM peak hours. SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 28 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO The proposed site access intersections are located in generally flat and straight roadway segments and are assumed to have sight distance exceeding 555 feet for a 50 mph posted speed as specified in the ACHD Policy Manual; however, this needs to be verified by the site civil engineer. Landscaping at the site access intersections should be designed to ensure intersection sight distance is not restricted. Proposed buildings adjacent to the site access intersections should also be located at proper set -backs to avoid obstructing intersection sight distance. Table 14. Site access MOEs — 2015 (Phase 1) site plus background traffic Proposed AM(PM) Peak Hour Delay (s) I LOS 1 vlc AM Peak PM Peak Site Access Access Volumes, Control Minor Intersection Type and Channelization Movement Hour Hour NBL 7/A/0.01 8/A/0.01 � 0(0) Black Cat Road -' 5(3) SBL 8/A/0.01 8 /A/0.01 and Full Access ©�' EBL 9/A/0.02 10/A/0.02 Collector Street 0(0) - -1' 13(8)' N ' WBL 10/B/0.01 11/B/0.01 NBL 7/A/0.01 8/A/0.01 Black Cat Road W EBL 9/A/0.03 10/A/0.02 and Full Access p Approach 1 8(5) 10 _, 15(11) 1 EBR 9/A /0.03 10/A/0.02 �g NBL 7/A/0.01 8/A/0.01 Black Cat Road EBL 9/A/0.02 10/A/0.02 and Full Access ® Approach 2 s(a) 1* a v ap EBR 9/A/0.02 10/A/0.02 aSIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 29 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Analysis of 2018 (Phase 2) Background Traffic Conditions Roadway Network The 2018 roadway network in the study area remains the same as existing with the exception of improvements at the intersection of Black Cat Road and Chinden Boulevard needed to mitigate preceding traffic. Transit Service VRT has planned to provide transit service on McDermott Road in its comprehensive alternative transportation system vision and is the nearest proposed stop location by the development. Bicycle and Pedestrian Facilities ACHD's current FYWP does not have bicycle or pedestrian improvement projects designated for the study roadways. However, there are multi -use path, and bicycle and pedestrian facilities planned in the study area according the City of Meridian Comprehensive Plan and ACHD Roadways to Bike Ways Plan. Traffic Volumes 2018 background traffic was estimated using the existing traffic, redistributed with the new Boise River crossing, with a 2 percent annual growth rate as recommended by ACHD for the previous studies in the area. Figure 8 on page 31 summarizes 2018 (Phase 2) background traffic. Off -Site Development Offsite traffic generated by the Oaks Subdivision and Volterra Subdivision is included in the 2018 background traffic volumes. Offsite traffic generation summary is included in Appendix D. The Oaks Subdivision is estimated to contain the following land uses by 2018: • 435 single-family dwelling units • 250 apartment dwelling units • 5.7 acres of outdoor recreational facility • 4,300 square feet of day care center • 17,700 square feet of commercial uses • Fire station Volterra Subdivision is estimated to contain 728 single-family dwelling units and 384,000 square feet of commercial uses by 2018. SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 30 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO I NTS CHINDEN BOULEVARD r McMILLAN ROAD LEGEND: XX(XX) AM(PM) PEAK HOUR TRAFFIC VOLUMES (VPH) ,XX AVERAGE DAILY TRAFFIC (VPD) — PRINCIPAL ARTERIAL — MINORARTERIAL 0 STOP SIGN 9 STUDY INTERSECTION CHANNELIZATION ETRAFFIC SIGNAL USTICK ROAD Figure 8. 2018 (Phase 2) background traffic aSIX MILE ENGINEERING, PA .LUNE 26, 2014 PAGE 31 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Phased Development Phase 1 of Jump Creek Subdivision is anticipated to be constructed by 2015. Traffic generated by Phase 1 is included in the 2018 background traffic. Level of Service Roadway Segment LOS Table 15 summarizes the roadway segment LOS in the study area for the expected 2018 background peak hour traffic conditions. With the existing lane configurations and 2018 background traffic, the study segments of Black Cat Road and McMillan Road are below ACHD's threshold traffic volumes. Table 16. Roadway segment LOS - 2018 (Phase 2) background traffic Intersection LOS To determine Phase 2 background traffic impacts, the study area intersections were analyzed with 2018 background traffic and the existing intersection control and lane configurations, or with the preceding mitigation improvements. Traffic analysis reports are included in Appendix H. Table 16 and Table 17 on pages 33 and 34 summarize the intersection performance measures with the 2018 background traffic. With 2018 background traffic, all study area intersections are projected to continue to operate at acceptable LOS C or better with a lane group v/c ratio of 0.79 or less, with the exception of Black Cat Road and Ustick Road intersection. It is projected to operate at LOS F and requires improvements to mitigate the 2018 background traffic. SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 32 Threshold AM Peak Hour PM Peak Hour No. of Volume (vph) Major Direction Major Direction LOS LOS Volume Volume Functional Through Left -Turn Roadway Segment Class. Lanes Treatment D E (vph) LOS (vph) LOS Black Cat Road Chinden Boulevard Minor 1 No LT Lane 550 690 286 < D 332 < D to McMillan Road Arterial McMillan Road Adjacent to site Minor 1 No LT Lane 550 690 351 < D 445 < D Arterial Intersection LOS To determine Phase 2 background traffic impacts, the study area intersections were analyzed with 2018 background traffic and the existing intersection control and lane configurations, or with the preceding mitigation improvements. Traffic analysis reports are included in Appendix H. Table 16 and Table 17 on pages 33 and 34 summarize the intersection performance measures with the 2018 background traffic. With 2018 background traffic, all study area intersections are projected to continue to operate at acceptable LOS C or better with a lane group v/c ratio of 0.79 or less, with the exception of Black Cat Road and Ustick Road intersection. It is projected to operate at LOS F and requires improvements to mitigate the 2018 background traffic. SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 32 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Table 16. Intersection MOEs — 2018 (Phase 2) background traffic ® SIX MILE ENGINEERING, PA ,JUNE 26, 2014 PAGE 33 AM(PM) Peak Volumes, Control and AM Peak PM Peak Intersection Channelization MOE Hour Hour LOS B B Black Cat Road � � � _' 62611,051) Dela s y ( ) 17 14 and -1`'• , 99(222) Intersection 0.63 0.70 Chinden Boulevard 6(-1 ( 626(824) :- 96(107) v/c Max Lane _ 0.79 (EBT) 0.78 (WBL) Group v/c r�< LOS C C vo n o ( 48(69) Black Cat Road-,- - 126(217) 84(87) Delay (s) 18 21 and Intersection N/A N/A McMillan Road 99(76)© � 16002 161) v/c Max Lane U m - 0.69 (EB) 0.73 (WB) Group v/c LOS C F =m 48(100) Black Cat Road -, 791(290) 36(55) Delay (s) 19 66 and Intersection N/A N/A Ustick Road 41(26) 1�0i, 98(231) 57(49) 1 6 o 9 v/C =iq N MaxLane 0.62 (EB) >1.00 (WB) Group v/c ® SIX MILE ENGINEERING, PA ,JUNE 26, 2014 PAGE 33 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Table 17. Lane group vlc ratios - 2018 (Phase 2) background traffic Intersection Approach AM Peak Hour PM Peak Hour LT THRU I RT LT THRU I RT Black Cat Road and Chinden Boulevard NB 0.27 0.75 0.37 0.66 SB - - 0.03 0.03 EB 0.05 0.79 0.79 0.68 0.68 WB 0.68 0.42 0.42 0.78 0.61 - Black Cat Road and McMillan Road NB 0.57 0.57 SB 0.43 0.61 EB 0.69 0.56 WB 0.53 0.73 Black Cat Road and Ustick Road NB 0.56 0.98 SB 0.59 0.92 EB 0.62 0.86 WB 0.58 >1.00 2018 (Phase 2) Background Traffic Mitigation No roadway improvements are needed to mitigate the 2018 background traffic. Improvements are needed to mitigate the 2018 background traffic at the Black Cat Road and Ustick Road intersection. According to the current ACHD CIP, the intersection is planned to be reconstructed and signalized in the year 2017-2021 timeframe. As an interim mitigation, two improvement options at the Black Cat Road and Ustick Road intersection are proposed: • Traffic signal with a left -turn lane and a shared through and right -turn lane on all approaches (3X3) • Single -lane roundabout Table 18 and Table 19 on page 35 summarize the analysis results for the two proposed mitigation options. Mitigation traffic analysis reports are included in Appendix H. ® SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 34 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Table 18. Intersection MOEs - 2018 (Phase 2) background traffic mitigation Table 19. Lane group v/c ratios - 2018 (Phase 2) background traffic mitigation Intersection AM(PM) Peak Approach AM Peak Hour PM Peak Hour LT Volumes, Control and LT AM Peak PM Peak Intersection Channelization MOE Hour Hour 0.76 SB LOS C C 0.67 e�W 0.56 0.70 0.52 0.61 WB 0.54 0.67 46(100) 0.80 - 191(290) 1 • 1 36(55) Dela s y ( ) 23 26 SB 3 41(26) , Intersection EB 0.33 0.36 _ s5149) 0.29 0.43 0.56 v/c Max Lane 0.75 (SBL) 0.80 (WBT) Black Cat Road M m f and Group v/c Ustick Road ONO LOS A A V�IppO 46(196) 36((590) Delay (s) 7 9 ®_,_ Intersection N/A N/A 41(26), 19 8(231 I tcNc 67149) v/c Max Lane gm B 0.33 (EB) 0.50 (WB) Group v/c Table 19. Lane group v/c ratios - 2018 (Phase 2) background traffic mitigation Intersection Proposed Mitigation Approach AM Peak Hour PM Peak Hour LT THRU I RT LT THRU I RT Black Cat Road and Ustick Road 3X3 Signal NB 0.52 0.71 0.76 0.76 SB 0.75 0.48 0.76 0.67 EB 0.56 0.70 0.52 0.61 WB 0.54 0.67 0.66 0.80 Single -Lane Roundabout NB 0.30 0.42 SB 0.29 0.42 EB 0.33 0.36 WB 0.29 0.50 SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 35 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Analysis of 2018 (Phase 2) Site Plus Background Traffic Conditions Trip Generation The number of trips generated by Phase 2 of the Jump Creek Subdivision was estimated using the procedures recommended in the 9th Edition of the ITE Trip Generation Manual, summarized in Table 20 on page 37. At build -out, Phase 2 of the development is projected to generate approximately 2,547 trips per day, 200 trips during the AM peak hour and 265 trips during the PM peak hour. Trip Capture Based on the development size and land use, Phase 2 is not expected to capture a significant amount of trips internally within the site. No trip reduction for internal capture trips was assumed in the traffic impact analysis for Phase 2. Pass -By Trips Phase 2 contains only residential land use and is not expected to attract pass -by trips. Diverted Trips Phase 2 contains only residential land use and is not expected to attract diverted trips. Trip Distribution and Assignment Site traffic was distributed and assigned to the external roadway system based on the existing travel patterns, site layout and the general location of the site within the community. As shown in Figure 5 on page 22, approximately 5 percent of the site traffic is projected to have origins/destinations north of the development, 35 percent south, 15 percent west and 45 percent east. Figure 9 on page 38 summarizes the estimated Phase 2 site traffic. Site Plus Background Traffic Phase 2 site traffic was added to the 2018 background to obtain the site plus background traffic. Figure 10 on page 39 summarizes the estimated 2018 (Phase 2) site plus background traffic. SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 36 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Table 20. 2018 (Phase 2) trip generation summary aSIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 37 Trip Rate per Total Land Use Category ITE Code Size Unit Unit Tris Entering Exiting Weekday Daily (vpd) Single -Family Detached 210 241 DU 9.52 2,294 50% 1,147 50% 1,147 Housing Apartment 220 38 DU 6.65 253 50% 126 50% 126 Total Trips 2,547 1,274 1,274 Weekday AM Peak Hour (vph) Single -Family Detached 210 241 DU 0.75 181 25% 45 75% 136 Housing Apartment 220 38 DU 0.51 19 20% 4 80% 16 Total Trips 200 49 151 Weekday PM Peak Hour (vph) Single -Family Detached 210 241 DU 1.00 241 63% 152 37% 89 Housing Apartment 220 38 DU 0.62 24 65% 15 35% 8 Total Trips 265 167 97 aSIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 37 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO I NTS CHINDEN BOULEVARD MWILLAN ROAD LEGEND: XX(XX) AM(PM) PEAK HOUR TRAFFIC VOLUMES (VPN) XX AVERAGE DAILY TRAFFIC (VPD) - PRINCIPAL ARTERIAL - MINOR ARTERIAL STOP SIGN 0 STUDY INTERSECTION + CHANNELIZATION TRAFFIC SIGNAL / USTICK ROAD Figure 9. 2018 (Phase 2) site traffic aSIX MILE ENGINEERING, PA .LUNE 26, 2014 PAGE 38 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO NTS .i LEGEND: C XX(XX) AM(PM) PEAK HOUR TRAFFIC VOLUMES (VPH) U R`XX34 AVERAGE DAILY TRAFFIC (VPD) U - PRINCIPAL ARTERIAL g - MINORARTERIAL m STOP SIGN r STUDY INTERSECTION + CHANNELIZATION ` /o STRAFFIC SIGNAL m CHINDEN BOULEVARD MCMILLAN ROAD 58(133) 91(290) USTICK ROAD Figure 10. 2018 (Phase 2) site plus background traffic aSIX (NILE ENGINEERING, PA JUNE 26, 2014 PAGE 39 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Level of Service Roadway Segment LOS Table 21 summarizes the roadway segment LOS in the study area for the expected 2018 site plus background traffic. With the existing lane configurations and 2018 site plus background traffic, the study segments of Black Cat Road and McMillan Road are below ACHD's threshold traffic volumes. Table 21. Roadway segment LOS — 2018 (Phase 2) site plus background traffic Intersection LOS To determine Phase 2 traffic impacts, the study area intersections were analyzed with 2018 site plus background traffic and the existing intersection control and lane configuration, or with the preceding mitigation improvements. Traffic analysis reports are included in Appendix I. Table 22 and Table 23 on pages 41 and 42 summarize the intersection performance with the 2018 site plus background traffic. With 2018 site plus background traffic, all study area intersections are expected to continue to operate at acceptable LOS C and v/c ratios, with the exception of Black Cat Road and McMillan Road intersection. It is projected to operate at LOS F and requires improvements to mitigate the 2018 site plus background traffic. aSIX MILE ENGINEERING, PA ,LUNE 26, 2014 PAGE 40 Threshold AM Peak Hour PM Peak Hour No. of Volume (vph) Major Direction Major Direction Functional Through Left -Turn LOS LOS Volume Volume Roadway Segment Class. Lanes Treatment D E (vph) LOS (vph) LOS Black Cal Road Chinden Boulevard Minor 1 No LT Lane 550 690 344 < D 408 < D to McMillan Road Arterial McMillan Road Adjacent to site Minor 1 No LT Lane 550 690 354 < D 452 < D Arterial Intersection LOS To determine Phase 2 traffic impacts, the study area intersections were analyzed with 2018 site plus background traffic and the existing intersection control and lane configuration, or with the preceding mitigation improvements. Traffic analysis reports are included in Appendix I. Table 22 and Table 23 on pages 41 and 42 summarize the intersection performance with the 2018 site plus background traffic. With 2018 site plus background traffic, all study area intersections are expected to continue to operate at acceptable LOS C and v/c ratios, with the exception of Black Cat Road and McMillan Road intersection. It is projected to operate at LOS F and requires improvements to mitigate the 2018 site plus background traffic. aSIX MILE ENGINEERING, PA ,LUNE 26, 2014 PAGE 40 TRAFFIC IMPACT STUDY LUMP CREEK SUBDIVISION MERIDIAN, IDAHO Table 22. Intersection MOEs - 2018 (Phase 2) site plus background traffic aSIX MILE ENGINEERING, PA ,JUNE 26, 2014 PAGE 41 AM(PM) Peak Volumes, Control and AM Peak PM Peak Intersection Channelization MOE Hour Hour LOS B B Black Cat Road : 626(,,951) Delay (s) 19 16 and �10 , 112(266) Intersection 0.67 0.75 Chinden Boulevard 1,020(824) '_ �- ' 101(118) 1oe vlc Max Lane 0.81 (EBT) 0.82 (WBL) Group v/c >m LOS D F m� n � m , 55(94) Black Cat Road - _ 1 126(217) 000 84(87) Delay (s) 30 53 and 102(87) McMillan Road ,• * I- 160(134) - Intersection N/A NIA 92(67) 1 S v/c <g Max Lane Group v/c 0.81 (EB) 0.96 (WB) _Mm LOS C C ^ m m f'F , 56(133) 191(290) • 36(55) Delay (s) 24 29 44(36) , �,-1_ Intersection 0.46 ^^ 1957(49) _ 0.62 �nn V/C ^ m Max Lane Black Cat Road Group v/c 0.756 (SBL) 0.83 (WBT) and Ustick Road m m LOS A A e� , 58(133) 1- I 10) Delay (s) 7 10 ^ o 36(55) NIA N/A 44(36 186(231) j _�_ Intersection 57(49) 1 m G m V/C o Max Lane Group v/c 1 0.36 (SB) 0.55 (WB) aSIX MILE ENGINEERING, PA ,JUNE 26, 2014 PAGE 41 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Table 23. Lane group vlc ratio - 2018 (Phase 2) site plus background traffic Intersection Approach AM Peak Hour PM Peak Hour LT THRU I RT LT THRU I RT Black Cat Road and Chinden Boulevard NB 0.28 0.80 0.39 0.71 SB - 0.03 0.03 EB 0.06 0.81 0.81 0.71 0.71 WB 0,72 0.42 0.42 0.82 0.61 0.61 Black Cat Road and McMillan Road NB 0.71 0.88 SB 0.73 0.91 EB 0.81 0.75 WB 0.65 0.96 Black Cat Road and Ustick Road (3X3 Signal) NB 0.53 0.72 0.76 0.80 SB 0.75 0.51 0.76 0.65 EB 0.58 071 0.60 0.56 WB 0.55 0.71 0.71 0.83 Black Cat Road and Ustick Road (Single -Lane Roundabout) NB 0.32 0.46 SB 0.36 0.46 EB 0.34 0.38 WB 1 0.30 0.55 2018 (Phase 2) Site Plus Background Traffic Mitigation No roadway improvements are needed to mitigate the 2018 site plus background traffic. Improvements are needed to mitigate the 2018 site plus background traffic at the Black Cat Road and McMillan Road intersection. According to the current ACHD Capital Improvements (CIP), the intersection is planned to be reconstructed and signalized in the year 2017-2021 time frame. As an interim mitigation, two improvement options at the Black Cat Road and McMillan Road intersection are proposed: • Traffic signal with a left -turn lane and a shared through and right -turn lane on all approaches (3X3) • Single -lane roundabout SIX MILE ENGINEERING, PA ,TUNE 26, 2014 PAGE 42 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Table 24 and Table 25 summarize the analysis results for the two proposed mitigation options. Mitigation traffic analysis reports are included in Appendix I. Table 24. Intersection MOEs - 2018 (Phase 2) site plus background traffic mitigation Table 25. Lane group We ratios - 2018 (Phase 2) site plus background traffic mitigation AM(PM) Peak AM Peak Hour PM Peak Hour LT Volumes, Control and LT AM Peak PM Peak Intersection Channelization MOE Hour Hour 0.58 'm LOS C C 3X3 SB 0.75 0.52 0.76 0.75 Signal EB n m 1 55(94) 0.75 - - - 126(217) Delay (s) 26 27 WB •84(87) 0.57 0.76 0.77 McMillan Road 2', Intersection 0.36 0.36 87) 1 • SB 80 134 - - ( 0.41 0.51 0.52 0.30 9( 37) ) 1 oR v/c WB 1 $ Mx Lane Black Cal Road 0.76 (WBL) 0.77 (WBT) Group v/c and McMillan Road; LOS A A m W , 55(94) - - I - 123(2,7) Delay (s) 7 8 84(87) Intersection N/A N/A 160(134) 1 I -I- 92(67) o R R V/c d Max Lane 0.40 (EB) 0.43 (WB) Group v/c Table 25. Lane group We ratios - 2018 (Phase 2) site plus background traffic mitigation SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 43 Proposed AM Peak Hour PM Peak Hour LT THRU I RT LT THRU I RT Intersection Mitigation Approach NB 0.58 0.75 0.75 0.63 3X3 SB 0.75 0.52 0.76 0.75 Signal EB 0.75 0.75 0.76 0.50 Black Cat Road and WB 0.76 0.57 0.76 0.77 McMillan Road NB 0.36 0.36 Single -Lane SB 0.32 0.41 EB 0.40 0.30 Roundabout WB 1 0.28 0.43 SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 43 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Site Access Intersections No additional site accesses are proposed in Phase 2 — see site access discussion in Phase 1 Turn Lane Analysis Turn lane analysis was conducted at all proposed site access intersections using ACHD's left -turn and right -turn guidelines and the 2018 site plus background traffic. Turn lane warrant worksheets are included in Appendix H. Approach 1 and Approach 2 intersections on Black Cat Road are expected to warrant a left -turn lane on the northbound approach with 2018 site plus background traffic. Operation The proposed site access intersections were evaluated with 2018 site plus background peak hour traffic conditions. Table 26 on page 45 summarizes site access intersection control, lane configuration, peak hour volumes and operation. Capacity analysis worksheets are included in Appendix I. All minor movements at the proposed site access intersections are projected to operate at LOS C or better with a Vic ratio of 0.15 or less during AM and PM peak hours. Internal Site Circulation Based on the preliminary site plan, the internal street network is made up of local streets and one collector street interconnecting the different land use areas. Three short roadway segments connect the site local street network to the external roadway system. These roadway segments should be classified as collector streets with no front -on housing. Stub streets are shown at the site boundaries for connection with future adjacent developments. All internal local streets are projected to carry less than 1,000 vpd as defined by section 7207.1 of the ACHD Policy Manual. Front -on housing is prohibited on the short roadway segments connecting to the proposed collector street and Black Cat Road as required by Section 7206.3.7 of the ACHD Policy Manual. SIX MILE ENGINEERING, PA .LUNE 26, 2014 PAGE 44 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Table 26. Intersection MOEs — 2018 (Phase 2) site plus background traffic Proposed AM(PM) Peak Hour Delay (s) I LOS / v/c AM Peak PM Peak Site Access Access Volumes, Control Minor Intersection Type and Channelization Movement Hour Hour NBL 8/A/0.01 8/A/0.04 Mme 0(0) Black Cat Road ' SBL 8/A/0.04 8/A/0.03 �' 20(10) and Full Access EBL 12 / B / 0.12 13 / B / 0.09 Collector Street 20(11) �O 0(0) = 43(28) a^'in ry WBL 16/C/0.06 19/C/0.04 NBL 8/A/0.02 8/A/0.05 Black Cal Road m and Approach 1 Full Access ® 28(18) ,s , EBL 12/13/0.15 13/13/0.12 55(37) , `N EBR 12/B/0.15 13/B/0.12 _m NBL 8/A/0.01 8/A/0.05 Black Cat Road and Approach 2 Full Access © 20(14) ,• , EBL 12 / B 10.12 13 / B / 0.10 46(28( , �o ;rc EBR 12/6/0.12 13/6/0.10 ® SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE 45 TRAFFIC IMPACT STUDY JUMP CREEKSMERIDIAN, IDAJUMP HOHO Summary of Results The study's key findings are summarized below. Existing Traffic Conditions 1. For the existing traffic conditions analyzed with the existing roadway lane configurations, all study area roadways meet ACHD's minimum operational thresholds. No roadway improvements are needed to mitigate the existing traffic. 2. For the existing traffic conditions analyzed with the existing intersection control and lane configurations, one study area intersection is expected to exceed ACHD's minimum operational thresholds and requires traffic signal warrant analysis: Black Cat Road and Chinden Boulevard intersection. The following intersection improvements are proposed to mitigate existing traffic: • Traffic signal at the Black Cat Road and Chinden Boulevard intersection with widening for a left - turn lane, a through lane and a shared through and right -turn lane on the Chinden Boulevard approaches and a left -turn lane and a shared through and right -turn lane on the Black Cat Road approaches (5X3 intersection) 2015 (Phase 1) Background Traffic Conditions 3. The 2015 roadway network in the study area remains the same as existing. There are no planned improvements for the study roadways and intersections in ACHD's current FYWP or in the /TIP. 4. For the 2015 background traffic conditions analyzed with the existing roadway lane configurations, all study area roadways meet ACHD's minimum operational thresholds. No roadway improvements are needed to mitigate the 2015 background traffic. 5. For the 2015 background traffic conditions analyzed with the existing intersection control and lane configurations, all study area intersections meet ACHD's minimum operational thresholds. No intersection improvements are needed to mitigate the existing traffic. 2015 (Phase 1) Site Plus Background Traffic Conditions 6. Phase 1 is an interim phase of the development with plans to construct the following land use by year 2015: • 80 single-family dwelling units • 38 multi -family dwelling units 7. Construction of the proposed land use for this phase of the development is expected to generate approximately 1,015 trips per day, 80 trips during the AM peak hour, and 104 trips during the PM peak hour by year 2015. SIX MILE ENGINEERING, PA .TUNE 26, 2014 PAGE 46 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO 8. Site traffic is anticipated to have the following general distribution patterns: • 5 percent having origins/destinations north of the development • 35 percent having origins/destinations south of the development • 15 percent having origins/destinations west of the development • 45 percent having origins/destinations east of the development 9. For the 2015 site plus background traffic conditions analyzed with the existing roadway lane configurations, all study area roadways meet ACHD's minimum operational thresholds. No roadway improvements are needed to mitigate the 2015 site plus background traffic. 10. For the 2015 site plus background traffic conditions analyzed with the existing intersection control and lane configurations, or with the preceding mitigation improvements, all study area intersections meet ACHD's minimum operational thresholds. No intersection improvements are needed to mitigate the existing traffic. 11. Two full access approaches and one collector street intersection on Black Cat Road are proposed for Phase 1 of the development. With the 2015 site plus background traffic conditions; stop control and the proposed lane configurations, the critical minor street movements at the proposed site access intersections are expected to operate at LOS B or better. 12. At the proposed collector street and Black Cat Road intersection, a left -turn lane on the southbound approach and a right -turn lane on the northbound approach are expected to be constructed with the proposed Volterra Subdivision. 13. With a southbound left -turn lane constructed at the proposed collector street and Black Cat Road intersection, a left -turn lane is needed on the northbound approach to mitigate potential safety issues due to sight distance restrictions. 2018 (Phase 2) Background Traffic Conditions 14. The 2018 roadway network in the study area remains the same as existing with the exception the improvements at the intersection of Black Cat Road and Chinden Boulevard and at the proposed collector street intersection with Black Cat Road needed to mitigate preceding traffic. 15. For the 2018 background traffic conditions analyzed with the existing roadway lane configurations, all study area roadways meet ACHD's minimum operational thresholds. No roadway improvements are needed to mitigate the 2018 background traffic. 16. For the 2018 background traffic conditions analyzed with the existing intersection control and lane configurations, or with the preceding mitigation improvements, one study area intersection is expected to exceed ACHD minimum operational thresholds: Black Cat Road and Ustick Road aSIX MILE ENGINEERING, PA ,LUNE 26, 2014 PAGE 47 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO intersection. Two improvement options at the Black Cat Road and Ustick Road intersection are proposed to mitigate the 2018 site plus background traffic: • Traffic signal with a left -turn lane and a shared through and right -turn lane on all approaches (3X3 intersection) • Single -lane roundabout 2018 (Phase 2) Site Plus Background Traffic Conditions 17. Phase 2 is the build out phase of the development with plans to construct the following land use by year 2018: • 241 single-family dwelling units • 38 multi -family dwelling units 18. Phase 2 of the development is estimated to generate approximately 2,547 trips per day, 200 trips during the AM peak hour and 265 trips during the PM peak hour by year 2018. 19. For the 2018 site plus background traffic conditions analyzed with the existing roadway lane configurations, all study area roadways meet ACHD's minimum operational thresholds. No roadway improvements are needed to mitigate the 2018 site plus background traffic. 20. For the 2018 site plus background traffic conditions analyzed with the existing intersection control and lane configurations, or with preceding mitigation improvements, one study area intersection is expected to exceed ACHD minimum operational thresholds: Black Cat Road and McMillan Road intersection. Two improvement options at the Black Cat Road and McMillan Road intersection are proposed to mitigate the 2018 site plus background traffic: • Traffic signal with a left -turn lane and a shared through and right -turn lane on all approaches (3X3 intersection) • Single -lane roundabout 21. With the 2018 site plus background traffic conditions, stop control and the proposed lane configurations, the critical minor street movements at the proposed site access intersections are expected to operate at LOS C or better. 22. A left -turn lane is warranted on the northbound approach at the proposed Approach 1 and Approach 2 intersections on Black Cat Road. 23. All internal local streets are projected to carry less than 1,000 vpd. aSIX MILE ENGINEERING, PA .LUNE 26, 2014 PAGE 48 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Appendix A: COMPASS's Modeling Data SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE A The revised area of influence model run for proposed development, Jump Creek Subdivision, consisting of 321 single family units and 76 multi -family units in TAZ 865. The development is located west of Black Cat Road and 1/2 mile north of McMillan Road with a projected build -out by 2018. See figure 1. Figure 1: Jump Creek Subdivision — Interstate •••• Proposed Interstate Expressway Proposed Expressway PoirocipalAdedal •... Proposed PrvulpalAdenal — MinorArtedal •••• Proposed MewAderal — Collector •.•• Proposed Collector Table 1 provides the existing demographics for TAZs 865 as well as the demographics used for the area of influence model run. A cumulative model run was also completed that included a portion the Oaks North and Oaks South subdivisions. The summary and results start on page 5. Table 1 2010 2018 2018 + Proposal 2040 TAZ 865 HH I Jobs HH I Jobs I HH I Jobs HH I Jobs wmu� 2 I 0 1 399 1 0 1 79 1 0 1 616 mp Q.k 666 666 on o:_rre k run . on 616=i s 666 — Interstate •••• Proposed Interstate Expressway Proposed Expressway PoirocipalAdedal •... Proposed PrvulpalAdenal — MinorArtedal •••• Proposed MewAderal — Collector •.•• Proposed Collector Table 1 provides the existing demographics for TAZs 865 as well as the demographics used for the area of influence model run. A cumulative model run was also completed that included a portion the Oaks North and Oaks South subdivisions. The summary and results start on page 5. Table 1 The area of influence results for Jump Creek are shown in figures 2 through 4. 2010 2018 2018 + Proposal 2040 TAZ 865 HH I Jobs HH I Jobs I HH I Jobs HH I Jobs 2 1 0 21 0 1 399 1 0 1 79 1 0 The area of influence results for Jump Creek are shown in figures 2 through 4. Figure 2: Area of Influence, TAZ 865 Peak hour demand contribution to the total peak hour demand for 2018 Em u32026 us 2W26 C9 33 3.1 1.5 1.: 13 ' 4.3 28 c m U ti r V 1 .m 4 C 125 12.5 92 55 47 2 4 5'z 5 41 aa .YS. WMVn FU 2. 1.1 hM1 U9tM Rd. fHNY. 4.B 4.7 2.7 i.s 3.6 29 2.9 N A iu d.d 4� u^ N m -1I-' r f/ 2.2 M1 22 1.7 22 1.5 si 715 Franklin Rd. 5.5 1.5 N ' 5./ CO N 1.5 1.3 Figure 3: Peak Hour Demand with Proposal .. `gr US2026 _ _ `� v 042025 0420126 US M125 5.. C 784 'p9 Mz SM 588 74577S EW 838 8: i Boa ? $� 4B2 535 b y¢ ry?f ry rc m n € 0 149 B85 N IIIIBn o 95— tM 172 1Tt 100 IOD loo 160 MMM. M, McMillan R11. r 225 225 285 344 186 203 58 58 51 n M1aNbnPo 82 rl 82 82 109 8' 167 221 M2 M 152 1@ � m n g m O 1 31 31 4"1l1CkPo.Mlek f4lft.' Po. ��1l YY227 228 I29 132 134 160 8i�fickR5. 252 305 310 310 352 ' 133 139 144 78 81 1f¢ 111 138 147 lm 328 329 291 rl Ri' `� s $ a Ir Justick I � M 3 a 6 n — 6105 B9 7 497 n w 2 ['! 'Y 11 1 7 Cfetasu :Q y 22 .1Z32 1�1 0 1 2229 C+'11 .t7 V45 / 1 1 e — Onerry ln. q -YL- Ila 151 lfi 155 30' 324 353 3M d310 _0 eM k= µ'S1 ] T 60 ttB 119 IIf p X21 231 257 MO? �1q 4D4 415 4 Ww 3 gg 3 3 15 `vi m Ire H Pine St Pine St +i _ 681 35 m 9i c 151 a ld i ' St 7 VM 52 82 PM S.9 df �y 5�Pim RM0kg1R0 F1 winm "' FGo,Mi Po. F18nMin R0. FranMin R0. � n 187 187 t45 144 v r.147151 807 812 573 75& app 80B SW Figure 4: Peak Hour Demand without Proposal U514 025 9r a �— .�- > U520M usm0te U529126 61 771 t T75 50T 5]3 R6 758 ego 638 IX' 646 T ,4y 179 a w 632 ftu` v rc �i ca m 3v y rya N N N 1 On M. N r m? 66 165 165 E1 84 84 l.Cldlron Po. McMillan Rd. a`P, 124 In 179240 299 159 19 53 53 557_F747474 101 8 162 207 246 ,�^^� "1 14B 155 maIlaib0 � �27 2_ C n s . 181tk M. t2181Ct ` Po.n y nick Rd. =y ~ m m z2s 228 230 10.5 147 172 a 246 283 286 mo 347 'ice to +35 136 141 78 81 102 109 136 144 1m 0 313 312 29 F N NJU stick R' m I � V A la A c � 6 1S0 88 6 A p .Tn 5� ti 2 g d 1t + 1 Ctiibeu ;. 32 22 25 + 6 1 45 12 12 1 1. tis 1 VS N J Cterry Ln. Client Ln `d N n A v Cieny V 31 t18 � 154 154 157 a m o Curry.Ln 295 317 3T7y 370 43<<t 6 616 r_S 74 61 130 130 132 N a16 226 292 255 32f+m 399 41 4 M ffjj �1 N ryMgs q n c O a a m o Ire S Pine St Pi ti I ' _ 131 ,.. 91 95 n 14 988 7 a ttt 67 Pine St PIre S� m A6nid81lm Renknn Ra "' F®1a9X1 Po. Franidm Rd. Franklin Rd. 4 taJ 167 145 144 a n147 151 608 013 673 led 595 5y4 Figure 2: Jump Creek, Oaks North and Oaks South Chinden 2010 2018 + Proposals 2040 t�yf! amblin i *HH Jobs I 4 864 j 859 Larry - 1 Jobs l 21 d 454 0 U 0 870 3 0 310 0 Jump Creek 0 871 j5 0 102 0 99 0 WMill n Las lures m 4 a U � u aturt�l m o � Table 2 summarizes the demographics used for the cumulative area of influence model run. It assumes 350 additional households for the proposed Oak South and Oak North subdivisions. This proposed development is anticipated to build out with approximately 1,400 units by 2025. As of June 2014, 76 single family lots have been approved in Oaks South located in TAZ 870. Also located in TAZ 870 is Oak Creek which has 115 residential lots platted and about 62 building permits issued through 2013. Table 2 TAZ 2010 2018 + Proposals 2040 HH I Jobs *HH Jobs HH Jobs 865 21 0 454 0 79 0 870 3 0 310 0 162 0 871 2 0 102 0 99 0 Figure 5: Cumulative Area of Influence, TAZ 865 Peak hour demand contribution to the total peak hour demand for 2018 with collectors s ° J o U52026 us zafm ra US 1.5 1.5 1.5 in 4.P W 3.1 � a 100 N 11Y� D45-5 r m hOlA!9n RY. 5.5 62 13.5 13.5 10.1 5 5.1 2.2 Yb _ 5.5 fit 4 8.5 P hthimn� p 4A a m 3 3 3 31.3 n N V II m 3 r, r1 ti Ustick Rd. 8.5 5A 52 3.4 3.1 1.] ti 4.3 32 3.3 u e 4.P 49 � n 50 �, N n I// 2.8 2.4 2.12.3 ill 22 I3 C of t. 2 1B 23 2 N h 8 n Franklin Rd. 5.6 5B F 1.] iJ u 1.5 Figure 6: Cumulative Area of Influence, TAZ 865, 870 and 871 Peak hour demand contribution to the total peak hour demand for 2018 with collectors SRU Rd. f)6 xMun Po. 13A 1].1 11530't6 g F n S68 �a 21 g�^ 21 33.11 q S 0 1W u ^Wig ro tS M 11930M t6S � p,S iB] 2I6 6b u5 K'l6 a U 66 _ E 3cnlnen Po. 136 t]A 13A m 18.6 bi.R 61 181�p I2lMnPo S $_ nll d 671 SID m � 8 S° USRt Po. U.0 Rd. la '� 13 10.6 ma ,. 46 IA 16 65 > ,1 b 70 y o 66 5z I( Cn 1E 15 u5 35 n8 1� �yppy1 n 7I PF. St _ Fn Rd 11.3 131 35 33 47 as nd mS 15 33 Figure 7: Peak Hour Demand with Proposals ma 9 l3 US20M d09rm= v US2026 US 24028 US 2026 607 781p1 759 555 621 767 796 691 83S 635 a N 640 m o 462 `526 ° 674 P4+ % t E i y A 3 $V{ N yp K O � m N M13 N g R E_ laq N �a ____ ry N N u 1 µ W0n P. ro Q 109 175 175 175 116 178 136 136 245 1.AMAiIW1 Rd. f&,AM Po Ty 251 282 321 378 177 212 62 62 64 gi 1l8 108: 115 111 i 163 185 237 277 > 161 170 ACNllhn M h ri — n a .92 58 'u 'a 871 m " a 3131 3. 35 48 eN ^o _ at tl3 �t3a $ 21 — $ R V $i�' m � Ntp p, m � a O VI i� y U1tCk R1. "� F � l6tCk Po. � �6ek Rd. 4 F a � c ZZ9 230 23t 126 126 153 276 326 324 354 350., 416 2 143 111 149 69 W 114 120 118 t$ '74 339 339 391 O m 109 99 I '3 Z. N 4b7 ext ry Y1 1 i m 10 1 n a 2 2 X32 22 ti i .F h 45 A2 ,13 E,� f E � rn 7 r Grerty Ln, Deny to x ^` - 135 tta t51 155 t5fi� 314 394 ' n 4Ywry In �� 387 44' �1 641 i_S i2 77 64 $ VM 106 1p5 .!a 274 267 33^<n 610 410 421 N d 'S O ire P�me 51 Pine 115 331 - .� b a 95 95 15 M is i58 P' 12 62 82 Pine St RM qy 8167 bs a ftn"And Fmnm Re Fag Po.Fsanktin Rd. RankGn Rd. n `637 166 165 iFA 159 '�+ •..-,162 165 822 627 668 77.1: 836 623 122 122 175 180 182 195 536 541 559 6M m Chhang Ream From: Mary Ann Waldinger <MWaldinger@compassidaho.org> Sent: Wednesday, June 18, 201411:06 AM To: Chhang Ream Cc: Mindy Wallace Subject: FW: JumpCreekRevised.docx Attachments: JumpCreekRevised.docx HiChhang, Here you go. M From: Mindy Wallace (mai Ito: MwaIlace@achdidaho.ore] Sent: Tuesday, June 17, 2014 4:17 PM To: Mary Ann Waldinger; Shawn Martin Subject: RE: JumpCreekRevised.docx MaryAnn, AND suggests the following intersection and roadway segment be included in the study. Intersections: • Entry Road/Black Cat • Black Cat/Chinden • McMillan/Black Cat • Ustick/Black Cat Roadways: • Black Cat— Ustick to Chinden McMillan —adjacent to the site Please let me know if you have any questions. Mindy Mindy Wallace, AICP Planner III Ada County Highway District (208) 387-6178 "We drive quality transportation for all Ada County --Anytime... Anywhere!" From: Mary Ann Waldinger[mailto:MWaldinaer(&compassidaho org] Sent: Tuesday, June 17, 2014 2:12 PM To: Mindy Wallace; Shawn Martin Subject: JumpCreekRevised.docx Hi Mindy and Shawn, The revised Jump Creek area of influence is attached. Please let me know if you need any additional information or have any questions. M ip j IP p 11 1.. 'rL. ..I_ „_ "_ i = --i i'-- iii _L'__�i:_- _ _ -_” „ " - : D'-_- _ _ _ - - - - -I'�_. - _ -I_-<.I - '_ =i�_ --'f•,r - =1'i_ _f„__' _ - _�,-b• „ -_ice _ "_�'• __lir' _ .q bey, - _„ _ - ___i="-` ., _ a, _ _ _ �r- ,_ _'" -p= =ii io. JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Appendix B: Existing Traffic Counts SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE B L2 Data Collection www.L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Project: SIX0011 Intersection: Black Cat Rd/ McMillian Rd County, State: Ada County, Idaho Control: All Stop Black Cat File Name : Black Cat McMillian PM Site Code : 2 Start Date : 11/23/2016 Page No :1 McMillian Road 04:00 PM 2 18 0 0 20 0 22 9 0 31 8 15 3 0 26 0 9 0 0 9 86 04:15 PM 2 18 2 0 22 0 32 10 0 42 8 9 2 0 19 2 4 1 0 7 90 04:30 PM 0 22 0 0 22 1 22 9 0 32 7 12 1 0 20 0 13 1 0 14 88 04:45 PM 2 15 0 0 17 0 32 10 0 42 9 16 3 0 26 1 14 2 0 17 104 Total 6 73 2 0 81 1 108 38 0 147 32 52 9 0 93 3 40 4 0 47 368 05:00 PM 1 13 2 0 16 1 28 7 0 36 9 23 3 0 35 0 18 0 0 18 105 0515 PM 1 25 0 0 26 1 33 9 0 43 6 8 3 0 17 4 18 0 0 22 108 05:30 PM 1 18 0 0 19 2 27 12 0 41 a12 1 0 22 2 19 0 0 21 103 05:45 PM 0 15 1 0 16 1 21 16 0 38 10 11 3 0 24 0 12 0 0 12 90 Total 1 3 71 3 0 771 5 109 44 0 1581 34 54 10 0 98 1 6 67 0 0 73 _ 406 Grand Total 9 144 5 0 158 6 217 82 0 305 66 106 19 0 191 9 107 4 0 120 774 Apprch % 5.7 91.1 3.2 0 2 71.1 26.9 0 34.6 55.5 9.9 0 7.5 89.2 3.3 0 Total % 1.2 18.6 0.6 0 20.4 1 0.8 28 10.6 0 39.4 8.5 13.7 2.5 0 24.7 1.2 13.8 0.5 0 15.5 Black Cal Road Out In Total 16 158 274 9 144 5 Right TION Left Peds J rc North °' 3 !� iE 11/23/2016 04:00 PM �2 , , sO1� 11/23/2016 05:45 PM p O 5� enaral Trak a 41 T r Left Thru Right Pods 1 191 1061 661 0 235191 426 Out In Total L2 Data Collection www.L2DataGollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Project: SIX0011 Intersection: Black Cat Rd/ McMillian Rd County, State: Ada County, Idaho Control: All Stop File Name : Black Cat McMillian PM Site Code : 2 Start Date : 11/23/2016 Page No : 2 Black Cat Road From North McMillian Road From East Black at Road From South McMillian Road From West Start Time I Right I Thru I Left I Peds I a .T=ml I Right I Thou I Left I Peds I A .mut I Right I Thru I Lek I Peds I n .Tocol I RIM Thru I Left I Peds a .Tool Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Pu u,..., f6E!1 i.a.........�:..., o....:_.. ..� n Int. Total 04:45 PM 2 15 0 0 17 0 32 10 0 42 9 16 3 0 28 1 14 2 0 17 104 05:00 PM 1 13 2 0 16 1 28 7 0 36 9 23 3 0 35 0 18 0 0 18 105 05:15 PM 1 25 0 0 26 1 33 9 0 43 6 8 3 0 17 4 18 0 0 22 106 05:30 PM 1 18 0 0 _ 19 2 27 12 0 41 9 12 1 0 22 2 19 0 0 21 103 Total Volume 5 71 2 0 78 4 120 38 0 162 33 59 10 0 102 7 69 2 0 78 420 % App.Total 6.4 91 2.6 0 2.5 74.1 23.5 0 32.4 57.8 9.8 0 9 88.5 2.6 0 PHF .625 .710 .250 .000 .750 .500 ,909. .792 .000 .942 .917 .641 .833 .000 .729 1 .438 .908 .250 .000 -.886 .972 Black Cat Road Out In Total 6511 L -176J F 143 51 711 21 0 Right Thou Left Peds Peak Hour Data ° North a c Peak Hour Begins at 04:45 P m 5. General Traac o mum a * T r Left Thm RIM Pods 1 59 3 0 Laid] 02 21 Out In Total L2 Data Collection www.L2DataCollection.com Idaho(208)860-7554 Utah(801)413-2993 Project: SIX0011 Intersection: Black Cat Rd/ McMillian Rd County, State: Ada County, Idaho Control: All Stop File Name : Black Cat McMillian PM Site Code : 2 Start Date : 11/23/2016 Page No : 3 Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: Black Cat Road From North McMillian Road From East Black Cat Road From South McMillian Road From West Start Time Right I Thru I Left Peds A Tl Right I Thru I Left I Peds I APo Tout Right I Thru I Left I Peds I _ Right I Thru I Left I Peds Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: ItTmi ":O'PM Black Cat Road 04:45 PM In - Peak Hour: 04:00 PM 81 6 731 21 0 04:16 PM R?ht Th Left Peds 04:0.5 PM Peak Hour Data +0 mins. 2 18 0 0 20 0 32 10 0 42 8 9 2 0 19 1 14 2 0 17 +15 mins. 2 18 2 0 22 1 28 7 0 36 7 12 1 0 20 0 18 0 0 18 +30 mins. 0 22 0 0 22 1 33 9 0 43 9 16 3 0 28 4 18 0 0 22 +45 mins. 2 15 0 0 17 2 27 12 0 41 9 23 3 0 35 2 19 0 0 21 Total Volume 6 73 2 0 81 4 120 38 0 162 33 60 9 0 102 7 69 2 0 78 App. Total 7.4 90.1 2.6 0 2.5 74.1 23.5 0 32.4 58.8 8.8 0 9 68.5 2.6 0 PHF .750 .830 .250 :600 .920 .500 .909 .792 .000 .942 .917 .652 .750 .000 .729 .438 .908 .250 .000 .686 ItTmi Black Cat Road In - Peak Hour: 04:00 PM 81 6 731 21 0 R?ht Th Left Peds Peak Hour Data A v North Of General Traffic c is rc 1 �x'm �a N p N 9 p V � a N p F+ Left Thru Ri h Peds 9 0 33 0 02 In -Peak Hour: 04:15 PM ItTmi L2 Data Collection www.L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Project: SIX0011 Intersection: Black Cat Rd/ McMillian Rd County, State: Ada County, Idaho Control: All Stop Image 1 w File Name : Black Cat McMillian PM Site Code : 2 Start Date : 11/23/2016 Page No : 4 lu o}U!4i—iP 9i7^ID23GFi<=) CRV YF".,rSCQ CytaLGS r`%gAL'T Project: SIX0011 Intersection: Black Cat Rd/ McMillian Rd County, State: Ada County, Idaho Control: All Stop L2 Data Collection www.L2DataCollection.com Idaho(208)860-7554 Utah(801)413-2993 rrnunc Prinlnd. f:enurel Trmfflr. File Name : Black Cat McMillian AM Site Code : 2 Start Date :11/24/2016 Page No : 1 Grand Total 6 83 12 0 101 10 125 51 0 186 127 123 5 0 255 7 118 4 Apprch %u 5.9 82.2 11.9 0 5.4 67.2 27.4 0 49.8 48.2 2 0 5.4 91.5 3.1 Total azo 0.9 12.4 1.8 0 15.1 1.5 18.6 7.6 0 27.7 18.9 18.3 0.7 0 38 1 17.6 0.6 Black Cat Road McMillian Road ERut I Total I 37 101 238 Black Cat Road McMillian Road 61 831 121 01 From North Right Thru Left Peds From East From South ~ From West Start Time Ri'ht I Thru I Left FPedsFA,. Towl Right FThru I Left I Peds I A Towi Richt Thru I LeftPeds 11/24/201608:45 AM Ap TOM1I RI ht Thru Left Peds _ Ao.Towi Int. Tolai 07:00 AM 1 5 1 0 7 1 20 4 0 25 24 7 1 0 32 1 13 1 0 15 79 07:15 AM 0 13 2 0 15 0 16 8 0 24 30 16 1 0 47 2 28 0 0 30 116 07:30 AM 0 13 1 0 14 3 18 13 0 34 29 13 0 0 42 1 22 0 0 23 113 07:45 AM 1 6 2 0 9 0 26 10 0 36 15 15 2 0 32 2 14 0 0 16 93 Total 2 37 6 0 45 4 80 35 0 119 98 51 4 0 153 6 77 1 0 84 401 08:00 AM 0 12 2 0 14 0 15 4 0 19 6 12 0 0 18 1 17 1 0 19 70 08:15 AM 0 9 2 0 11 2 7 3 0 12 7 14 0 0 21 0 11 2 0 13 57 08:30 AM 3 12 1 0 16 2 10 2 0 14 10 29 1 0 40 0 8 0 0 8 78 08:45 AM 1 13 1 0 15 2 13 7 0 22 6 17 0 0 23 0 5 0 0 5 65 Total 1 4 46 6 0 56 1 6 45 16 0 671 29 72 1 0 102 1 1 41 3 0 451 270 Grand Total 6 83 12 0 101 10 125 51 0 186 127 123 5 0 255 7 118 4 Apprch %u 5.9 82.2 11.9 0 5.4 67.2 27.4 0 49.8 48.2 2 0 5.4 91.5 3.1 Total azo 0.9 12.4 1.8 0 15.1 1.5 18.6 7.6 0 27.7 18.9 18.3 0.7 0 38 1 17.6 0.6 0 129 671 0 0 19.2 Black Cal Road ERut I Total I 37 101 238 61 831 121 01 Right Thru Left Peds � ~ JI 0 a € 1 Nodh 2 CI o ? 11/24/2016 07:00 AM > ; oIVA 11/24/201608:45 AM T � « a General Traffic F+ L hnr Ri 1 Peds 2 12 41 255 396 Out In Total 0 129 671 0 0 19.2 L2 Data Collection www.L2DataColleGtion.com Idaho (208) 860-7554 Utah (801) 413-2993 Project: SIX0011 Intersection: Black Cat Rd/ McMillian Rd County, State: Ada County, Idaho Control: All Stop Black Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Pcak Hnur fnr F°}kn lofnr... fl— 11—ioc of m•nn Ann File Name : Black Cat McMillian AM Site Code : 2 Start Date : 11/24/2016 Page No :2 McMillian Road 07:00 AM 1 5 1 �0 7 1 20 4 0 25 24 7 1 0 32 1 Z21n76p=Total -] 15 79 07:15 AM 0 13 2 0 15 0 16 8 0 24 30 16 1 0 47 2 WS 3 30 116 07:30 AM 0 13 1 0 14 3 18 13 0 34 29 13 0 0 42 1 +,rF� 3 113 07:45 AM 1 6 2 0 9 0 26 10 0 36 15 15 2 0 32 2 "00 16 93 Total Volume 2 37 6 0 45 4 80 35 0119 98 51 4 0 153 6 4 401 %A .Total 4.4 82.2 13.3 0 3.4 67.2 29.4 0 64.1 33.3 2.6 0 7.1 PHF .500 .712 .750 .000 .750 .333 .769 .673 .000 .826 .817 .797 .500 .000 .814 .750 00 .864 Black Cat Road Out 56 Z21n76p=Total -] R7ht Thr. Left Paris 1J 1 Y Peak Hour Data F 3A 'O n North ti WS 3 Peak Hour Begins at 07:00 A > j m rc i General Traffic .. ro v o H +,rF� Left Thru RIM Peds 4 51 98 0 78 53 231 - Out In Total L2 Data Collection www.L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Project: SIX0011 Intersection: Black Cat Rd/ McMillian Rd County, State: Ada County, Idaho Control: All Stop File Name : Black Cat McMillian AM Site Code : 2 Start Date : 11/24/2016 Page No :3 veak Hour Analysis from U/:UU AM to (18:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: Black Cat Road From North McMillian Road From East Black Cat Road From South McMillian Road From West Start Time Right I Thru I Lefij Peds j A, my t Rinht I Thru I Left I Peds I a Tei I Right I Thru I Leff I Peds I a Right I Thru I Left I Pads I s M. ToWl veak Hour Analysis from U/:UU AM to (18:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: :"d W W AM Black Cat Road OTW AM In - Peak Hour: 08:00 AM D73 AM 5fi 4 46 6 0 07:15 AM Right Thru Left Peds +0 mins. 0 12 2 0 14 1 20 4 0 25 24 7 1 0 32 2 28 0 0 30 +15 mins. 0 9 2 0 11 0 16 8 0 24 30 16 1 0 47 1 22 0 0 23 +30 mins. 3 12 1 0 16 3 18 13 0 34 29 13 0 0 42 2 14 0 0 16 +45 mins. 1 13 1 0 15 0 26 10 0 36 15 15 2 0 32 1 17 1 0 19 Total Volume 4 46 6 0 56 4 80 35 0 119 98 51 4 0 153 6 81 1 0 88 App. Total 7.1 82.1 10.7 0 3.4 67.2 29.4 0 64.1 33.3 2.6 0 6.8 92 '1.1 0 PHF .333 .885 .750 .000 .875 .333 .769 .673 .000 .826 .817 .797 .500 .000 .814 .750 .723 .250 .000 .733 :"d Black Cat Road In - Peak Hour: 08:00 AM 5fi 4 46 6 0 Right Thru Left Peds Peak Hour Data vs T v — North m g of�m r 2 i° General TraHl� 0` o 0 0 3 T Left Thru Ri M Peds 4 51 98 0 153 In -Peak Hour: 07:00 AM :"d L2 Data Collection www.L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Project: SIX0011 File Name : Black Cat McMillian AM Intersection: Black Cat Rd/ McMillian Rd Site Code : 2 County, State: Ada County, Idaho Start Date : 11/24/2016 Control: All Stop Page No : 4 Image 1 i - -- - �,Sol, - _ e r , Project: SIX0011 Intersection: Black Cat Road / Chinden County, State: Ada County, Idaho Control: Stop Sign L2 Data Collection www.L2DataCollection.com Idaho(208)860-7554 Utah(801)413-2993 Grnnns Prinfed-General Traffir. File Name : Black Cat Chinden PM Site Code : 1 Start Date : 11/23/2016 Page No : 1 Grand Tatel 7 2 9 0 18 1 1457 129 0 1587 79 2 42 0 123 35 1207 0 0 1242 2970 Apprch % 38.9 11.1 50 0 0.1 91.8 8.1 0 64.2 1.6 34.1 0 2.8 97.2 0 0 Total % 0.2 0.1 0.3 0 0.6 0 49.1 4.3 0 53.4 2.7 0.1 1.4 0 4.1 1.2 40.6 0 0 41.8 Black Cat Road US 20-26 (Chinden) Out In Total Black Cat Road 0 18 21 71 21 91 0 US 20-26 (Chinden) From North From East 4 11 From South 9 u� From West "Start Th Right I Thru I Left I Peds a ,rami Right I Thru I Left I Peds I AM. ToMI Ri ht Thru Left Peds ap.Tma, Ri htThm Left Peds app, Tom, ,[Tota, 04:00 PM 2 0 0 0 2 0 151 17 0 168 12 0 2 0 14 3 152 0 0 155 339 04:15 PM 0 0 0 0 0 0 185 16 0 201 9 0 4 0 13 5 163 0 0 168 382 04:30 PM 3 1 4 0 8 0 189 14 0 203 7 1 3 0 11 2 158 0 0 160 382 04:45 PM 0 1 0 0 1 0 194 15 0 209 13 0 7 0 20 4 158 0 0 162 392 Total 5 2 4 0 11 0 719 62 0 781 41 1 16 0 58 14 631 0 0 645 1495 05:00 PM 1 0 0 0 0 0 0 191 18 0 20914 0 9 0 23 6 147 0 0 153 385 05:15 PM 0 0 1 0 1 0 163 20 0 183 6 1 4 0 11 7 144 0 0 151 346 05:30 PM 2 0 4 0 6 1 198 13 0 212 9 0 7 0 16 4 162 0 0 166 400 05:45 PM 0 0 0 0 0 0 186 16 0 202 9 0 6 0 15 4 123 0 127 344 Total 1 2 0 5 0 7 1 1 738 67 0 806 1 38 1 26 0 65 21 _0 576 __ 0 597 1 1475 Grand Tatel 7 2 9 0 18 1 1457 129 0 1587 79 2 42 0 123 35 1207 0 0 1242 2970 Apprch % 38.9 11.1 50 0 0.1 91.8 8.1 0 64.2 1.6 34.1 0 2.8 97.2 0 0 Total % 0.2 0.1 0.3 0 0.6 0 49.1 4.3 0 53.4 2.7 0.1 1.4 0 4.1 1.2 40.6 0 0 41.8 Black Cat Road Out In Total 0 18 21 71 21 91 0 Right Thru Laft Peds 4 11 9 u� N � � a Nonh � N 11/23/201604:00 PM N z� E + 11/23/201605:45 PM •�Y' oGeneral Traffic i N y M Thr RI h P 123 289 OutIn Total L2 Data Collection www.L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Project: SIX0011 Intersection: Black Cat Road / Chinden County, State: Ada County, Idaho Control: Stop Sign File Name : Black Cat Chinden PM Site Code : 1 Start Date : 11/23/2016 Page No :2 Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM Int. Total 04:15 PM Black Cat Road From North US 20-26 (Chinden) From East Black Cat Road From South US 20-28 (Chinden) From West Start Time I Right I Thru I Left I Peds I A.. W ht Thm Lek I Peds A ..oei Right I ThruI Left I Peds I Al Thru. I Left Peds A..rw Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM Int. Total 04:15 PM 0 0 0 0 0 0 185 16 0 201 9 0 4 0 131 5 163 0 0 168 382 04:30 PM 3 1 4 0 8 0 189 14 0 203 7 1 3 0 11 2 158 0 0 160 382 04:45 PM 0 1 0 0 1 0 194 15 0 209 13 0 7 0 20 4 158 0 0 162 392 05:00 PM 0 0 0 0 0 0 191 18 0 209 14 0 9 0 23 6 147 0 0 153 385 Total Volume 3 2 4 0 9 0 759 63 0 822 1 43 1 23 0 67 17 626 0 0 643 1541 % Apo.Total 33.3 22.2 44.4 0 0 92.3 7.7 0 64.2 1.5 34.3 0 2.6 97.4 0 0 PHF .250 .500 .250 .000 .281 .000 .978 .875 .000 .983 1 .768 .250 .639 .000 .728 .708 .960 .000 .000 .957 J .983 Black Cat Read Out In Total D s F 10 31 21 41 0 Right Than Left Pods / 11 Y. Peak Hour Data cam! I = o BSc Forth N C_ ra N N CN Peak Hour Begins at 04:15 P C ,o N L� no General Traffic Left Thru RI h[ Peds 2 1 43 0 82 67 9 Out In Total L2 Data Collection www.L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Project: SIX0011 Intersection: Black Cat Road / Chinden County, State: Ada County, Idaho Control: Stop Sign File Name : Black Cat Chinden PM Site Code : 1 Start Date : 11/23/2016 Page No :3 PeaKHour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Aoaroach Begins at: Black Cat Road From North US 20.26 (Chinden) From East Black Cat Road From South US 20.26 (Chinden) From West L Start Time I Right I Thru I LeftI Peds I noo Tw,i I Right I Thru I Left I Peds I A,. r.o Right I Thru I Left I Peds r I Right I Thru I Left I Peds PeaKHour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Aoaroach Begins at: Int Total 04.WPM Black Cat Road 04a5 PM In - Peak Hour: 04:00 PM 54:45 PM 11 5 2 4 0 04:W PM Right Tryru Left Peds +0 mins. 2 0 0 0 2 0 185 16 0 201 13 0 7 0 20 3 152 0 0 155 +15 mins. 0 0 0 0 0 0 189 14 0 203 14 0 9 0 23 5 163 0 0 168 +30 mins. 3 1 4 0 8 0 194 15 0 209 6 1 4 0 11 2 158 0 0 160 +45 mins. 0 1 0 0 1 0 191 18 0 209 9 0 7 0 16 4 158 0 0 162 Total Volume 5 2 4 0 11 0 759 0 0 822 42 1 27 0 70 14 631 0 0 645 % Ater. Total 45.5 18.2 36.4 0 0 92.3 7.7 0 60 1.4 38.6 0 2.2 97.8 0 0 _ PHF .417 .500 .250 .000 .344 .000 .978 .875 .000 .983 .750 .250 .750 .000 .761 .700 .968 .000 .000 .960 Int Total Black Cat Road In - Peak Hour: 04:00 PM 11 5 2 4 0 Right Tryru Left Peds Peak Hour Data } �O CL J� � C w c o North No a ;'� 2 i° ' �- General raffi - u c N R m Irl f NA? �s w N� �a � -gv 4-1 T F+ Left Thru. Right Peds 27 1 I 0 In - Peak Hour: 04:45 PM Int Total Project: SIX0011 Intersection: Black Cat Road / Chinden County, State: Ada County, Idaho Control: Stop Sign L2 Data Collection www.L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 File Name : Black Cat Chinden PM Site Code : 1 Start Date : 11/23/2016 Page No : 4 Image 1 Project: SIX0011 Intersection: Black Cat Road / Chinden County, State: Ada County, Idaho Control: Stop Sign L2 Data Collection www.L2DataColleGtion.com Idaho (208) 860-7554 Utah (801) 413-2993 Gramma Printed- General Traffic File Name : Black Cat Chinden AM Site Code : 1 Start Date : 11/24/2016 Page No : 1 Grand Total 0 1 0 0 1 5 902 46 0 953 119 4 19 Apprch %e 0 100 0 0 0.5 94.6 4.8 0 83.8 2.8 13.4 Total % 0 0 0 0 0 0.2 35.8 1.8 0 37.8 4.7 0.2 0.8 0 142 1 41 1378 8 0 1427 2523 02.9 96.6 0.6 0 0 5.6 1.6 54.6 0.3 0 56.6 Black Cat Road US 20-26 (Chinden) Out In Total Black Cat Road US 20-26 (Chinden) 17 1 18 From North 01 it 01 0 From East From South From West Start Time Right Thru Left Peds A .Toms RI hl ThN Lek Peds Ao.T.%l Ri ht Thru Left Peds A .mm Ri ht Thru Left Peds APo. miai Int role) 07:00 AM 0 0 0 0 0 0 84 3 0 87 12 0 3 0 15 1 217 0 0 218 320 07:15 AM 0 0 0 0 0 0 117 4 0 121 12 0 0 0 12 7 211 0 0 218 351 07:30 AM 0 0 0 0 0 0 159 6 0 165 18 0 2 0 20 13 195 1 0 209 394 07:45 AM 0 0 0 0 0 2 129 4 0 135 12 3 2 0 17 6 155 4 0 165 317 Total 0 0 0 0 0 2 489 17 0 508 54 3 7 0 64 27 778 5 0 810 1382 08:00 AM 0 0 0 0 0 1 105 6 0 112 70 1 0 8 5 135 3 0 143 263 08:15 AM 0 0 0 0 0 0 -103 5 0 108 14 1 4 0 19 2 179 0 0 181 308 08:30 AM 0 1 0 0 1 0 113 8 0 121 26 0 5 0 31 4 155 0 0 159 312 08:45 AM 0 0 0 0 0 2 92 10 0 104 18 0 2 0 20 3 131 0 0 134 258 Total 0 1 0 0 1 1 3 413 29 0 4451 65 1 12 0 781 14 600 3 0 0171 1141 Grand Total 0 1 0 0 1 5 902 46 0 953 119 4 19 Apprch %e 0 100 0 0 0.5 94.6 4.8 0 83.8 2.8 13.4 Total % 0 0 0 0 0 0.2 35.8 1.8 0 37.8 4.7 0.2 0.8 0 142 1 41 1378 8 0 1427 2523 02.9 96.6 0.6 0 0 5.6 1.6 54.6 0.3 0 56.6 Black Cat Road Out In Total 17 1 18 01 it 01 0 Right TI7ru Llefi Peds i 00 Nonh rn AUc �. 11/24/201607:00 AM m u� N KZ 11/24/201608:45 AM �.T s � N?� Do oa General Traffic a a B T Left Thru Ri hl Peds 9 9 0 ® Out Inn Total L2 Data Collection www.L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Project: SIX0011 Intersection: Black Cat Road / Chinden County, State: Ada County, Idaho Control: Stop Sign File Name : Black Cat Chinden AM Site Code : 1 Start Date :11/24/2016 Page No :2 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Beoins at 07-00 AM Int. Total 07:00 AM Black Cat Road From North US 20-26 (Chinden) From East Black Cat Road From South US 20.26 (Chinden) I From West Staft Time RI ht Thru I Left I Peds I A,,, I Right I Thru I Left I Peds I Ape Taal Right I Thru I Left I Peds I a Tw I Right I Thru I Lek I Peds I AW, Teal Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Beoins at 07-00 AM Int. Total 07:00 AM 0 0 0 0 0 0 84 3 0 87 12 0 3 0 15 1 217 0 0 218320 07:15 AM 0 0 0 0 0 0 117 4 0 121 12 0 0 0 12 7 211 0 0 218 351 07:30 AM 0 0 0 0 0 0 159 6 0 165 1s 0 2 0 20 13 195 1 0 209 394 07:45 AM 0 0 0 0 0 2 129 4 0 135 12 3 2 0 17 6 155 4 0 165 317 Total Volume 0 0 0 0 0 2 489 17 0 508 54 3 7 0 64 27 778 5 0 8101382 App. Total 0 0 0 0 0.4 96.3 3.3. 0 84.4 4.7 10.9 0 1 3.3 96 0.6 0 PHF .000 .000 .000 .000 ,000 .250 .769 .708 .000 .770 .750 .250 .583 .000 .800 .519 .896 .313 .000 .929 .877 Back Cal Road Out I Total 10 0 10 01 ol ol 0 Right TI Lek Peds Peak Hour Data °N N A Lj.� ^N WOC Cr o m North ^' V, 2 4--2 N NOL Peak Hour Begins at 07:00 A v'Sn n rat Traffic m r N jO oD v Ogg 2, IOi a o 41 r F+ Left ThruRi hl Peds 7 31 4 44 64 108 Out In Total L2 Data Collection www.L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Project: SIX0011 Intersection: Black Cat Road / Chinden County, State: Ada County, Idaho Control: Stop Sign File Name : Black Cat Chinden AM Site Code : 1 Start Date : 11/24/2016 Page No :3 Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: Black Cat Road From North US 20-26 (Chinden) From East Black Cat Road From South US 20-26 (Chinden) From West Start Time Right I Thru I Left I Peds I All Tobl Right Thru I Left I Peds Apo Taw Right I Thru I Left Petls ao rw Right Thru I Left PedsI g w Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at: Ins. Taal WA5 AM Black Cat Road 07:15 AM In - Peak Hour: 07:46 AM 0800 AM 1 0 1 0 0 0]:W AM RI iht Thru Left Pads +0 mins. 0 0 0 0 0 0 117 4 0 121 7 0 1 0 8 1 217 0 0 218 +15 mins. 0 0 0 0 0 0 159 6 0 165 14 1 4 0 19 7 211 0 0 218 +30 mins. 0 0 0 0 0 2 129 4 0 135 26 0 5 0 31 13 195 1 0 209 +45 mins. 0 1 0 0 1 1 105 6 0 112 18 0 2 0 20 6 155 4 0 165 Total Volume 0 1 0 0 1 3 510 20 0 533 65 1 12 0 78 27 778 5 0 810 App. Total 0 100 0 0 0.6 95.7 3.8 0 83.3 1.3 15.4 0 3.3 96 0.6 0 PHF .000 .250 .000 .000 ,250 .375 .802 .833 .000 .808 .625 .250 .600 .000 .629 .519 .896 .313 .000 .929 Ins. Taal Black Cat Road In - Peak Hour: 07:46 AM 1 0 1 0 0 RI iht Thru Left Pads �1 4 Peak Hour Data N Q oNarih w m m o 2 rF� u`m Gene21 Traffc 20 xN C5 n x M t r O� a � � 41 F+ Left Thru RI ht Peds 12 1 65 0 78 In - Peak Hour: 08:00 AM Ins. Taal Project: SIX0011 Intersection: Black Cat Road / Chinden County, State: Ada County, Idaho Control: Stop Sign L2 Data Collection www.L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Image 1 File Name : Black Cat Chinden AM Site Code :I Start Date : 11/24/2016 Page No :4 Study #: SIX0020 Intersection: Ustick Road / Black Cat Rd City & State: Meridian, Idaho Control: All Stop L2 Data Collection www. L2 DataCo I lection. corn Idaho (208) 860-7554 Utah (801) 413-2993 rrnunc Prinf.d. rnnnml Traffic File Name : Ustick Black Cat PM Site Code : 00000000 Start Date : 6/19/2014 Page No : 1 Grand Total 49 276 40 1 366 36 437 92 Apprch % 13.4 75.4 10.9 0.3 6.4 77.3 16.3 Total % 2.8 15.5 2.2 0.1 20.6 J 2 24.5 5.2 0 585 93 222 105 3 4231 49 347 28 3 427 1781 0 22 52.5 24.8 0.7 11.5 81.3 6.6 0.7 0 31.7 5.2 12.5 5.9 0.2 23.8 2.8 19.5 1.6 0.2 24 Black Cat Road Ustick Road Out In Total Black Cat Road 286 366 F 652 Ustick Road 491 2761 401 1 From North From East R19ht That., LQIt Peds From South 1- 1I 4 From West Fal Start Time Ri ht Thm Left I Peds I A,, T.wi RI ht Th_ru_t Left LPOds I apo. Tmai Ri ht Thru Left Peds A .row Right Thru Left Peds Ap.Tow InL Total 04:00 PM 4 39 4 1 48 4 37 12 0 53 6 23 9 0 38 3 37 5 0 45 184 04:15 PM 11 25 10 0 46 2 53 11 0 66 7 22 14 0 43 4 43 8 0 55 210 04:30 PM 5 39 2 0 46 5 50 10 0 65 8 36 18 0 62 7 34 3 0 44 217 04:45 PM 5 36_ 4 0 45 3 57 10 0 70 4 24 11 0 39 2 38 2 2 44 198 Total 25 139 20 1 185 14 197 43 0 254 25 105 52 0 182 16 152 18 2 188 809 05:00 PM 2 25 5 0 32 7 57 12 0 76 24 26 14 1 65 11 39 2 0 52 225 05;15 PM 5 39 4 0 48 3 66 10 0 79 13 35 12 2 62 10 62 5 1 78 267 05:30 PM 9 43 8 0 60 3 59 9 0 71 13 36 17 0 66 6 47 2 0 55 252 05:45 PM 8 30 3 0 41 9 58 18 0 85 18 20 10 0 48 6 47 1 0 54 228 Total 1 24 137 20 0 181 1 22 240 49 0 311 1 68 117 53 3 241 33 195 10 1 2391 972 Grand Total 49 276 40 1 366 36 437 92 Apprch % 13.4 75.4 10.9 0.3 6.4 77.3 16.3 Total % 2.8 15.5 2.2 0.1 20.6 J 2 24.5 5.2 0 585 93 222 105 3 4231 49 347 28 3 427 1781 0 22 52.5 24.8 0.7 11.5 81.3 6.6 0.7 0 31.7 5.2 12.5 5.9 0.2 23.8 2.8 19.5 1.6 0.2 24 Black Cat Road Out In Total 286 366 F 652 491 2761 401 1 R19ht That., LQIt Peds 1- 1I 4 Fal d J h 2 North Of 2 c J ,K 6119/2014 04:00 PM 3 x r� 1 6/19/2014 05:45 PM n n O 5� K $ General Traffic � a B 4-,rr Left Thru Ri ht Bots J051 2221 931 31 17 423 849] Out In Total L2 Data Collection www.L2DataCollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study #: SIX0020 Intersection: Ustick Road / Black Cat Rd City & State: Meridian, Idaho Control: All Stop File Name : Ustick Black Cat PM Site Code : 00000000 Start Date : 6/19/2014 Page No :2 Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM ItTPI 05:00 PM Black Cat Road From North Ustick Road I From East Black Cat Road I From South Ustick Road From West Start Tlme Right I Thru Left I Peds I A,,,T.Wl I Right I Thru I Left I Peds I A11T..1 I Right I Thru I Left I Peds I Am Tum R'ght LThru I Left I Peds IA o Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM ItTPI 05:00 PM 2 25 5 0 32 7 57 12 0 76 24 26 14 1 651 11 39 2 0 52 225 05:15 PM 5 39 4 0 48 3 66 10 0 79 13 35 12 2 62 10 62 5 1 78 267 05:30 PM 9 43 8 0 60 3 59 9 0 71 13 36 17 0 66 6 47 2 0 55 252 05:45 PM 8 30 30 of e 41 9 58 18 0 85 18 20 10 0 48 6 47 1 0 54 228 Total Volume 24 137 20 0 181 22 240 49 0 311 68 117 53 3 241 33 195 10 1 239 972 9kAp.Total 13.3 75.7 11 0 279 1�9 7.1 77.2 15.8 0 28.2 48.5 22 1.2 13.8 81.6 4.2 0.4 PHF .667 .797 .625 .000 .754 .611 .909 .681 .000 .915 .708 .813 .779 .375 .913 .750 .786 .500 .250 .766 .910 Black Cat Road Out In Total 149187 330 2 737 20 0 RI htThru Left Peds Peak Hour Data f J 3N O aS a m North y `° of e m Peak Hour Begins at 05:00 P c S A - D r r o.� K .F General Traffic r rte' m J a 4, Left ThmRmht Peds 53 11171 681 3 279 1�9 Out In In Total L2 Data Collection www.L2DataGollection.com Idaho (208) 860-7554 Utah (801) 413-2993 Study M SIX0020 Intersection: Ustick Road / Black Cat Rd City & State: Meridian, Idaho Control: All Stop File Name : Ustick Black Cat PM Site Code : 00000000 Start Date : 6/19/2014 Page No : 3 Peak flour Analysis From U4:UU PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: Black Cat Road From North Ustick Road From East Black Cat Road From South Ustick Road From West Start Time Right ThN Left Peds a� reu R'aM TI LeR Pad¢ a Rlnht Thr r I afr Pestle P'nM Thn Left ansa Peak flour Analysis From U4:UU PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: 01:00 PM Black Cat Road 05.0 PM In - Peak Hour. 04:00 PM 06:00 PM 85 0500 PM 251 1391 201 1 +0 mins. 4 39 4 1 48 7 57 12 0 76 24 26 14 1 65 11 39 2 0 52 +15 mins. 11 25 10 0 46 3 66 10 0 79 13 35 12 2 62 10 62 5 1 78 +30 mins. 5 39 2 0 46 3 59 9 0 71 13 36 17 0 66 6 47 2 0 55 +45 mins. 5 36 4 0 45 9 58 18 0 85 18 20 10 0 48 6 47 1 0 54 Total Volume 25 139 20 1 185 22 240 49 0 311 68 117 S3 3 241 33 195 10 1 239 App. Total 13.5 75.1 10.8 0.5 7.1 77.2 15.8 0 28.2 48.5 22 1.2 13.8 81.6 4.2 0.4 PHF .568 .891 .500 .250 .964 .811 .909 .681 .000 .915 .708 .813 .779 .375 .913 .750 .786 .500 .250 .766 Black Cat Road In - Peak Hour. 04:00 PM 85 251 1391 201 1 Ri iht Thm Left Peds Peak Hour Data J Noah ^ N m� m 2 ^�—t s ~moo v I General Traffic �n c A 'o N a a d 0 o a � 4,rF� Left Thru RI ht Ped 631 1171 01 3 241 In -Peak Hour: 05'00 PM Study #: SIX0020 Intersection: Ustick Road / Black Cat Rd City & State: Meridian, Idaho Control: All Stop L2 Data Collection www.L2DataCollection.com Idaho(208)860-7554 Utah(801)413-2993 Image 1 File Name : Ustick Black Cat PM Site Code : 00000000 Start Date : 6/19/2014 Page No :4 Study #: SIX0011 Count: Volume/ Direction Tech:Judd Type: Axle Hits 12 Start 20 -Nov -13 _ Time Wed NB 12:00 AM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total 0 Percent 0.0% Peak Vol. P.H.F. Page 1 L2 Data Collection www.L2DataCollection.com Black Cat b Chinden & McMillian VOL Idaho (208) 860-7554 Utah (801) 413-2993 Black Cat Rd b Chinden and McMillian Rd Ada County, Idaho I total 0 L2 Data Collection Study* SIX0011 www.L2DataCollection.com Black Cat b Chinden & McMillian VOL Count: Volume / Direction Idaho (208) 860-7554 Utah (801) 413-2993 Black Cat Rd b Chinden and McMillian Rd Tech: Judd Ada County, Idaho Type: Axle Hits/ 2 Start 20 -Nov -13 12:00 PM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 0815 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 12 11 14 13 11 18 25 11 14 10 15 11 19 13 6 6 5 3 6 2 6 8 5 4 2 6 4 1 2 3 1 0 0 Total 267 375 642 Percent 41.6% 58.4% Peak 16:45 15:45 16:30 Vol. 68 89 154 P.H.F. 0.680 0.927 0,917 Page 2 L2 Data Collection Study #: SIX0011 330 www.L2DataCollection.com Black Cat b Chinden & McMillian VOL Count: Volume / Direction 57.7% Idaho (208) 860-7554 Utah (801) 413-2993 Black Cat Rd b Chinden and McMillian Rd Tech:Judd 07:45 08:00 Ada County, Idaho Type: Axle Hits / 2 84 57 141 P.H.F. 0.656 0.792 0.705 Start 21 -Nov -13 Total Time Thu NB SB 12:00 AM 1 2 3 12:15 0 0 0 12:30 0 1 1 12:45 0 0 0 01:00 0 0 0 01:15 0 1 1 01:30 0 0 0 01:45 1 2 3 02:00 0 1 1 02:15 0 0 0 02:30 0 0 0 02:45 0 0 0 03:00 0 0 0 03:15 0 0 0 03:30 1 0 1 03:45 0 0 0 04:00 0 0 0 0415 2 0 2 04:30 5 2 7 04:45 4 2 6 05:00 2 2 4 05:15 5 0 5 05:30 2 2 4 05:45 6 3 9 06:00 7 4 11 06:15 5 2 7 06:30 15 4 19 06:45 16 6 22 07:00 12 6 18 07:15 14 14 28 07:30 19 18 37 07:45 18 10 28 08:00 12 14 26 08:15 22 11 33 08:30 32 18 SO 08:45 18 14 32 09:00 12 10 22 09:15 14 14 28 09:30 8 10 18 09:45 5 12 17 10:00 14 5 19 10:15 8 8 16 10:30 10 7 17 10:45 8 3 11 11:00 10 9 19 11:15 6 9 15 11:30 9 10 19 Total 330 242 572 Percent 57.7% 42.3% Peak 07:45 08:00 08:00 Vol. 84 57 141 P.H.F. 0.656 0.792 0.705 Page 3 L2 Data Collection Study #: SIX0011 www.L2DataCollection.com Black Cat b Chinden & McMillian VOL Count: Volume / Direction Idaho (208) 860-7554 Utah (801) 413-2993 Black Cat Rd b Chinden and McMillian Rd Tech: Judd Ada County, Idaho Type: Axle Hits / 2 12:00 PM 10 6 16 12:15 9 8 17 12:30 10 12 22 12:45 5 13 18 01:00 6 7 13 01:15 12 8 20 01:30 7 13 20 01:45 7 8 15 02:00 6 9 15 02:15 10 12 22 02:30 6 12 18 02:45 a 14 22 03:00 18 16 34 03:15 15 19 34 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total 129 157 286 Peak 14:30 14:30 14:30 Vol. 47 61 108 P.H.F. 0.653 0.803 0.794 Grand Total 726 774 1500 Percent 48.4% 51.6% Page 4 Existing Traffic Source: http://www.achdidaho.ora/Departments/Trafflc/TralficCounts BLACK CAT ILOCATION / COMMENT DATE DIRECTION AM PEAK PM PEAK 92 WEST OF BLACK CAT Ftp ADA COUNTY APPROACH&TOTAL 6/5/2013 6/5/2013 15783 WB 960 439 631 815 CHINDEN BLVD CHINDEN BLVD WESTOFTENMILERD MERIDIAN3/26/2014 APPROACH&TOTAL 3/26/2014 15262 EB WB 696 434 567 854 BLACK CAT WESTOF BLACK CAT RD 2/4/2014 B 92 61 MCMILLAN RD ADA COUNTY 1 1 1563 RD APPROACH&TOTAL 2/4/2014 WB 62 127 BLACK CAT WEST OFTEN MILE RD 5/17/2011 EB 108 129 MCMILLAN RD MERIDIAN 1 2259 RD APPROACH&TOTAL 5/17/2011 WS 152 115 BLACK CAT EAST OF BLACK CAT RD 8/19/2010 EB 277 309 USTICK RD MERIDIAN 1 7105 RD APPROACH&TOTAL 8/19/2010 WB 222 373 BLACK CAT EAST OF MCDERMOTT RD 4/30/2014 EB 271 222 USTICK RD MERIDIAN 1 5010 RD APPROACH&TOTAL 4/30/2014 WB 205 275 BLACK CAT NORTH OF CHINDEN BLVD 4/12/2011 NB 10 9 MERIDIAN 316 RD APPROACH&TOTAL 4/12/2011 SB 13 5 BLACK CAT NORTH OF MCMILLANRD 6/14/2012 NB 72 78 MERIDIAN 1859 RD APPROACH&TOTAL 6/14/2012 SB 45 102 BLACK CAT NORTH OF USTICK RD 6/13/2013 NB 118 141 MERIDWN 2924 RD A PPROA CH & TOTAL 6/13/2013 SB 80 162 BLACK CAT SOUTH OF USTICK RD 8/2112012 NB 119 201 MERIDIAN 4484 RD APPROACH&TOTAL 8/21/2012 SB 121 212 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Appendix C: Analysis Reports -Existing Traffic ® SIX MILE ENGINEERING, PA ,LUNE 26, 2014 PAGE C HCM 2010 TWSC Existing Conditions 1: Black Cat Road & Chinden Blvd 2013 AM Peak Movement EBL EBT EBR WBL W8T WBR NBL NBT NBR SBL Stiff SBR Vol, vehm 5 778 27 17 489 2 7 3 54 0 0 0 Conflicting Peds, li 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 200 - - 200 - - - - - - - - Veh in Median Storage, W - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - PeakHourFactor 88 88 88 88 88 88 88 88 88 88 88 88 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 6 884 31 19 556 2 8 3 61 0 0 0 Major/Minor Malorl Major2 Minor) Capacity(vehm) 248 Ml - 745 - - - HCM Lane V/C Rate Conflicting Flow All 558 0 0 915 0 0 1506 1508 899 1538 1521 557 Stage - - - - - - 911 911 - 595 595 - Stage 2 - - - - - - 595 597 - 943 926 - Crilic tl Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Cri kal Hdwy Sig 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hal Sig 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2,218 - - 2,218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap -1 Maneuver 1013 - - 745 - - 99 121 338 94 118 530 Stage - - - - - - 328 353 - 491 492 - Stage 2 - - - - - 491 491 - 315 347 - Platoon blocked, % - - - - MovCaplManeuver 1013 - - 745 - - 97 117 338 73 114 530 Mov Cap 2 Maneuver - - - - - - 97 117 - 73 114 - Stage l - - - - - - 326 351 - 488 479 - Stage 2 - - - - - - 478 478 - 254 345 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.3 25.4 0 ACM LOS D A Minor LanelMajor Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLni Capacity(vehm) 248 1013 - - 745 - - - HCM Lane V/C Rate 0,293 0.006 - - 0026 - - - HCM Control Delay (s) 25.4 8.6 - - 10 - - 0 HCM Lane LOS D A - - A - A HCM 95th%tile O(vth) 1.2 0 - - 0.1 - - - Su Mlle Engineering, PA Jump Creek Subdivision 6/23/2014 Meridian, l0 HCM 2010 AWSC Existing Conditions 2: Black Cat Road & McMillan Road 2013AM Peak inlerseclion Delay, s/veh 8,3 Imlersectan LOS A Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SET SBR Vol, vehlh 0 1 77 6 0 35 80 4 0 4 51 98 0 6 37 2 Peak Hour Factor 0.92 0.86 0.86 086 0.92 0.86 0.86 0.86 0.92 0,86 0.86 0.86 0.92 0.86 0,86 0,86 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2- 2 2 2 2 2 2 2 Went Flow 0 1 90 7 0 41 93 5 0 5 59 114 0 7 43 2 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 p I -M - EB W8 N8 SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Combating Lanes Lett 1 1 1 1 Conflicting Approach Right NB SB WB EB Confi cflng Lanes Right 1 1 1 1 HCM Control Delay 8,2 8.6 8.3 8.1 HCM LOS A A A A Lane NBLni EBLnl WBLn1 SEW Vol Left,% 3% 1% 29% 13% Vol Thru, % 33% 92% 67% 82% Vol Right,% 64% 7% 3% 4% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 153 84 119 45 LT Vol 51 77 80 37 Through Vol 98 6 4 2 RT Vol A 1 35 6 Lane Flow Rate 178 98 13B 52 Geometry Grp 1 1 1 1 Degree of Uhl (X) 0.206 0.124 0.177 0.068 Departure Headway(Hd) 4.171 4.564 4.594 4,682 Convergence, YIN Yes Yes Yes Yes Cap 861 785 782 765 Service Time 2.195 2.592 2.62 2.712 HCM Lane V/C Ratio 0.207 0.125 0.176 O068 HCM Centrot Delay 8.3 8.2 8.6 8.1 HCM Lane LOS A A A A HCM 95th-tileQ 0.8 0.4 0.6 0.2 Su Mile Engineering, PA Jump Creek Subdivision 6/23/2014 Meridian, ID HCM 2010 AWSC Existing Conditions 3: Black Cat Road & Ustick Road 2013 AM Peak Intersection Delay, slveh 10.3 Intersection LOS B Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NFL NBT HEIR SBU SBL SBT SBR Vol, veh/n 0 22 161 36 0 32 167 6 0 22 110 47 0 14 75 7 Peak Hour Factor 0,92 0.90 0.90 0.90 0.92 0.90 0.90 0.90 0.92 0.90 0.90 0.90 0.92 0.90 0,90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvml Flow 0 24 179 40 0 36 186 7 0 24 122 52 0 16 83 8 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 koya-: _ _ EB WB _ _ NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SF NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Confllcling Lanes Right 1 1 1 1 HCM Control Delay 10.5 105 10.3 9.5 HCM LOS B B B A NBLn1 EBLni WBLal SBLnl Vol Left, % 12% 10% 16% 15% Vol Thru,% 61% 74% 81% 78% Vol Right, % 26% 16% 3% 7% Sign Control Stop Stop Slop Stop Traffic Vol by Lane 179 219 205 96 LT Vol 110 161 167 75 Through Vol 47 36 6 7 RT Vol 22 22 32 14 Lane Flow Rate 199 243 228 107 Geometry Grp 1 1 1 1 Degree of Hill (X) 0.287 0.333 0.319 0.162 Departure Headway Td) 5.197 5.045 5.154 5.467 Convergence, YIN Yes Yes Yes Yes Cap 694 718 702 659 Service Time 3202 3.045 3.154 3.474 HCM Lane VIC Ratio 0.287 0.338 0.325 0.162 HCM Control Delay 10.3 10.5 10.5 9.5 HCM Lane LOS B B B A HCM 95th -tile 0 1.2 1.5 1.4 0.6 Six Mile Engineering, PA Jump Creek Subdivision 6123/2014 Meridian, ID HCM 2010 Signalized Intersection Summary 2013 Existing -Mitigation 1: Black Cat Road & Chinden Blvd AM Peak HCM 2010 Old Delay 12.0 HCM 2010 LOS B Six Mile Engineering, PA Jump Creek Subdivision 6Y2312014 Meridian, ID f, - 1,- 4% t r 4 movement EBL EBT EBR WBL WBT WBR NUL NBT NOR SBL SBT SBR Lane Configurations K tl. § }A 1+ F A Volume(vehm) 5 778 27 17 489 2 7 3 54 0 0 0 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), vah 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 IDS 1.00 1.00 1.00 1.00 Adj Sat Flow, vehm4n 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, vehm 6 884 31 19 556 2 8 3 61 0 0 0 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0,88 0.88 0.88 0.88 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehm 189 1259 44 189 1306 5 343 8 162 154 199 D Arrive On Green 0.11 0.42 0.42 0.11 0.42 0.42 0.11 0.11 0.11 0.00 0.00 0.00 Sat Flow, velum 1774 2970 104 1774 3079 11 1774 75 1520 1332 1863 0 Grp Volunni vehm 6 366 549 19 222 336 8 0 64 0 0 0 Grp Sat Flow(s),veld"n 1774 1229 1844 1774 1229 1861 1774 0 1595 1332 1863 0 Q Sewo(g S), s 0.1 11.4 11.4 0.5 6.9 6.0 0.2 0.0 1.8 0.0 0.0 0.0 Cycle Q Clear(g c), s 0.1 11.4 11.4 0.5 5.9 6.0 0.2 0.0 1.8 0.0 0.0 0.0 Prop In Lane 1.00 0.06 1.00 0.01 1.00 095 1.00 0.00 Lane Grp Cap(c), vehm 189 521 782 189 521 789 343 0 170 154 199 0 VIC Ratio(x) 0.03 0.70 0.70 0.10 0.43 0.43 0.02 0.00 0.38 0.00 0.00 0.00 Avail CaIXc_a), vehm 568 2334 35D2 568 2334 3533 1251 0 986 836 1152 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 Fllter(O 1.00 1.01) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d), sNeh 18.8 11.1 11.1 18.9 9.5 9.5 18.8 0.0 19.5 0.0 0.0 0.0 Inor Delay (d2), s/veh 0.1 1.7 1.2 0.2 0.6 0.4 0.0 0.0 1.4 0.0 0.0 0.0 Initial Q Delay(d31,sNeh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Wile BackOfQ(95%),vehM 0.1 7.4 10.1 0.4 3.7 5.5 0.2 0.0 1.5 0.0 0.0 0.0 LnGrp Delay(d),s/veh 18.8 12.8 12.2 19.1 10.0 9.9 18.8 0.0 20.9 0.0 0.0 0.0 LnGrp LOS B B B B B A B C Approach Vol, vehm 921 577 72 0 Approach Delay, sNeh 12.5 10.2 20.6 0.0 Approach LOS B B C Timer 1 2 3 4 5 6 7 8 - Assigned Phis 1 2 4 5 6 8 Phs Duration (G-Y+Rc), s 11.0 25.9 10.0 11.0 25.9 10.0 Change Period (Y.Rc), s 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Setting (Gmax), s 15.0 89.0 29.0 15.0 89.0 29.0 Max Q Clear Time (g_alil, s 2.1 8.0 3.8 2.5 13.4 0.0 Green Ext Time hip c). s 0.0 6.4 0.2 0.0 64 0.0 HCM 2010 Old Delay 12.0 HCM 2010 LOS B Six Mile Engineering, PA Jump Creek Subdivision 6Y2312014 Meridian, ID HCM 2010 TWSC Existing Conditions 1: Black Cat Road & Chinden Blvd 2013 PM Peak INerseceon ` Int Delay, sNeh 22 Movement EBL EBT EBR WBL WBT WEIR N8L NBT NBR SBL SBT SBR Vol, vel 0 626 17 63 759 0 23 1 43 4 2 3 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Slop Stop Slop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - - 200 - - - - - - - Val in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 98 98 98 98 98 98 98 100 98 98 98 98 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 639 17 64 774 D 23 1 44 4 2 3 markTIMlncr Malorl Major2 hill Moor2 Conflicting Flow All 774 0 0 656 0 0 1553 1550 647 1573 1559 774 Stage - - - - - - 647 647 - 903 903 - Stage 2 - - - - - - 906 903 - 670 656 - Crilical Full 4.12 - - 4.12 - 7.12 6.52 622 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Crilical Hdwy Sig 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap -1 Maneuver 842 - - 931 - - 92 114 471 89 112 398 Stages - - - - - 460 467 - 332 356 - Stage 2 - - - - - 331 356 - 446 462 - Platoon blocked, % - - - - MovCap -1 Maneuver 842 - - 931 - - 85 106 471 76 104 398 Mov Cal Maneuver - - - - - - 85 106 - 76 104 - Stage 1 - - - - - - 460 467 - 332 332 - Stage 2 - - - - - 304 332 - 404 462 - HCM Control Delay, s 0 0.7 36.7 39.7 HCM LOS E E Mlimr LamoMajor Mvml NBLni EBL EBT EBR WBL WBT WBR SBLn1 Capacity lvehm) 180 842 - - 931 - - 113 HCM Lane VIC Ratio 0.38 - - - (1069 - - 0.081 HCM Control Delay (s) 36.7 0 - - 9.2 - - 39.7 HCM Lane LOS E A - - A - - E HCM 95th%file Civet) 1.6 0 - - 0.2 - - 0.3 Six Mile Engineering, PA Jump Creek Subdivision 6/23/2014 Meridian, ID HCM 2010 AWSC Existing Conditions 2: Black Cat Road & McMillan Road 2013 PM Peak Intersection EB EBLnl WBLM ULM Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Gon0icting Approach Left SB Intersection Delay, sNeh 8,3 WB GonOicting Lanes Left 1 1 1 1 Conflicting Approach flight NB SB WB EB Conflicting Lanes Right 1 1 1 Interseclion LOS A 8 8.7 8.1 8.1 HCM LOS A A A A Lane Flow Rale 105 80 167 80 Geometry Grp Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Vol, veh7a 0 2 69 7 0 38 120 4 0 10 59 33 0 2 71 5 Peak Hour Factor 0.92 0.97 0.97 0.97 0,92 097 0.97 0.97 0.92 0.97 0.97 0.97 0.92 0.97 0.97 0.97 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 2 71 7 0 39 124 4 0 10 61 34 0 2 73 5 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 bpprpach EB EBLnl WBLM ULM Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Gon0icting Approach Left SB NB EB WB GonOicting Lanes Left 1 1 1 1 Conflicting Approach flight NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8 8.7 8.1 8.1 HCM LOS A A A A Lane NBLnl EBLnl WBLM ULM Vol Left,% 10% 3% 23% 3% Vol ThrU,% 58% 88% 74% 91% Vol Right, % 32% 9% 2% 6% Sign Control Stop Stop Slop Stop Traffic Vol by Lane 102 78 162 78 LT Vol 59 69 120 71 Through Vol 33 7 4 5 RT Vol 10 2 38 2 Lane Flow Rale 105 80 167 80 Geometry Grp 1 1 1 1 Degree of Dig (X) 0.129 0.101 0.208 0,103 Departure Headway (Hd) 4.428 4.504 4.486 4.595 Convergence, YM Yes Yes Yes Yes Cap 811 796 802 781 Service Time 2.451 2.528 2.508 2.619 HCM Lane VIC Ratio 0.129 0.101 0.208 0.102 HCM Control Delay 8.1 8 8.7 8.1 HCM Lane LOS A A A A HCM 91 0 0.4 0.3 0.8 0.3 Six Mlle Engineering, PA Jump Creek Subdivision 612312014 Meridian, ID HCM 2010 AWSC Existing Conditions 3: Black Cat Road & Ustick Road 2013 PM Peak )Ner eclion EB _. _ _ _ _ - - F Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB Intersection Delay, sIveh 14.2 WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Confikling Lanes Right 1 1 1 Intersection LOS B 13.6 16 13.8 12.6 HCM LOS 8 C B B Geometry Grp 1 1 1 1 Degree of Util(X) Movement EBU EBL EBT EBR WBU WBL W6T WBR NBU NBL NOT NBR SBU SBL SBT SBR Vol, vehlb 0 10 195 33 0 49 240 22 0 53 117 68 0 20 137 24 Peak Hour Factor 0.92 0.91 0,91 0.91 0.92 0.91 0.91 0.91 0.92 0.91 0.91 0.91 0.92 0.91 0.91 0.91 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 11 214 36 0 54 264 24 0 58 129 75 0 22 151 26 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB _. _ _ _ _ - - F Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB N8 EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Confikling Lanes Right 1 1 1 1 HCM Control Delay 13.6 16 13.8 12.6 HCM LOS 8 C B B NBLn1 E8Lnl WBLni SBLnl Vol Left,% 22% 4% 113 11% Vol That, % 49% 82% 77% 76% Vol Right,% 29% 14% 7% 13% Sign Control Stop Stop Slop Stop Traffic Vol by Lane 238 238 311 181 LTval 117 195 240 137 Through Vol 68 33 22 24 RT Vol 53 10 49 20 Lane Flow Rate 262 262 342 199 Geometry Grp 1 1 1 1 Degree of Util(X) 0,441 0.436 0.551 0.347 Departure Headway (HO) 6.068 5.996 5.939 6.275 Convergence, YlN Yes Yes Yes Yes Cap 594 602 612 575 Service Time 4.092 4.026 3.939 4.303 HCM Lane VIC Hall 0.441 0.435 0,559 0.346 HCM Control Delay 13.8 13.6 16 12.6 HCM Lane LOS B B C B HCM 951h be 2.2 2.2 3.4 1.5 Six Mile Engineering, PA Jump Greek Subdivision 6/23/2014 Meridian, ID HCM 2010 Signalized Intersection Summary 2013 Existing -Mitigation 1: Black Cat Road & Chinden Blvd PM Peak Assigned Phis 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 0.0 33.2 10.0 11.0 22.2 nelliemmmmmb EBL EBT EBR YYBL WBT WBR NBL NBA HIM - 9AC -50T - _) Lane Configurations i ft. 0.0 6 }t. 3.4 1 1• Green Ext Time (p c), s 'S b 0.2 Volume(vehm) 0 626 17 63 759 0 23 1 43 4 2 3 Number 1 6 16 5 2 12 7 4 14 3 8 18 Inilial 0(Cb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(AcbT) 1.00 1.00 1.00 1.00 1.)0 1.00 1,00 1.00 Parking Bus, Adl 1.00 1.00 1.00 1.00 1.00 1.W 1.00 1.00 1.00 LOG 1.00 1.00 Adj Sat Flow, vehm4n 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Ad) Flow Rale, vehm 0 639 17 64 774 0 23 1 44 4 2 3 Adl No. of lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehm 4 1122 30 206 1547 0 326 4 180 289 78 117 Arrive On Green 0.00 0.37 0.37 0.12 0.63 0.00 0.12 0.12 0.12 0.12 0.12 0.12 Sal Flow, veWh 1774 2998 80 1774 3092 0 1405 35 1553 1356 674 1011 Grp Volume(v), vehm 0 262 394 64 774 0 23 0 45 4 0 5 Grp Sat Flow(s),vetlm4n 1774 1229 1849 1774 1229 0 1405 0 1589 1356 0 1684 0 Serve(g s), s 0.0 7.3 7.3 1.4 7.4 0.0 0.6 0.0 1.1 0.1 0.0 0.1 Cycle 0 Clear(g c), s 0.0 7.3 7.3 1.4 7.4 0.0 0.8 0.0 1.1 1,2 0.0 0.1 Prop In Lane 1.00 0.04 1.00 0.00 1.00 0.98 1.00 0.60 Lane Grp Capin), vehrh 4 460 692 206 1547 0 326 0 184 289 0 195 V/C Ratio(X) 0.00 057 0.57 0.31 050 0,00 0.07 0.00 0.24 0.01 0.00 0.03 Avail Cap(c_a), velum 617 2393 3598 863 5128 0 1075 0 1031 1011 0 1093 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 FIBer(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.0D 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 10.7 10.7 17.5 4.3 0.0 17.3 0.0 17.4 17.9 0.0 16.9 Incr Delay h:12), sNeh 0.0 1.1 0.7 0.9 0.3 0.0 0.1 0.0 0.7 0.0 OA 0.1 Initial O 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 00 We Back0t0(95%),vehnn 0.0 4.7 7.0 1.3 4.4 0.0 0.5 0.0 0.9 0.1 0.0 0.1 LnGrp Delay(d),s/veh 0.0 11.8 11.5 18.4 4.6 0.0 17.3 0.0 18.0 17.9 0.0 17.0 LnGrp LOS B B B A B B B B Approach Vol, vehm 656 838 fib 9 Approach Delay, sNeh 11.6 5.6 17.8 17.4 Approach LOS B A B B Assigned Phis 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 0.0 33.2 10.0 11.0 22.2 10.0 Change Pend (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Setting(Gmmd, s 15.0 90.0 28.0 21.0 84.0 28.0 Max O Clear Time (g c411),s 0.0 9.4 3.1 3.4 9.3 3.2 Green Ext Time (p c), s 0.0 6.8 0.2 0,1 6.8 0.2 Intersection Summary ACM 2010 Ctrl Delay 8.7 HCM 2010 LOS A Six Mile Engineering, PA Jump Creek Subdivision 6/23/2014 Meridian, ID JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Appendix D: Offsite Traffic Generation Summary SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE D THE OAKS SUBDIVISION 2015 TRIP GENERATION SUMMARY VOLTERRA SUBDIVISION 2015 TRIP GENERATION SUMMARY Trip Trip Primary Trips Primary Trips Rate Internal Rate Internal per Total Capture Pass -by Land Use Category ITE Code Size Unit Unit Tris Tris Tris Total Entering Exiting Weekday Dally (vpd) Land Use Category ITE Code Size Single -Family Detached 210 150 DU 9.52 1,428 0 -- 1,428 50% 714 50% 714 Housing Weekday Daily (vpd) Total Trips 1,428 0 1,428 714 714 9.52 1,733 12 -- 1,721 Weekday AM Peak Hour (vph) 860 50% 860 Single -Family Detached 210 150 DU 0.75 113 0 -- 113 25% 28 75% 84 Housi Housing Business Park 770 96,000 SF Total Trips 1,194 12 113 0 113 28 84 591 Total Trips Weekday PM Peak Hour (vph) 2,927 24 Single -Family Detached 210 150 DU 1.00 150 0 -- 150 63% 95 37% 56 Housing Housi WeekdayAM Peak Hour (vph) Single -Family Detached Total Trips 182 150 0 -- 150 95 56 VOLTERRA SUBDIVISION 2015 TRIP GENERATION SUMMARY Trip Primary Trips Rate Internal per Total Capture Pass -by Land Use Category ITE Code Size Unit Unit Tris Tris Tris Total Entering Exiting Weekday Daily (vpd) Single -Family Detached 210 182 DU 9.52 1,733 12 -- 1,721 50% 860 50% 860 Housing Business Park 770 96,000 SF 12.44 1,194 12 -- 1,182 50% 591 50% 591 Total Trips 2,927 24 2,903 1,451 1,451 WeekdayAM Peak Hour (vph) Single -Family Detached 210 182 DU 0.75 137 0 -- 137 25% 34 75% 102 Housing Business Park 770 96,000 SF 1.40 134 0 -- 134 85% 114 15% 20 Total Trips 271 0 271 148 123 Weekday PM Peak Hour (vph) Single -Family Detached 210 182 DU 1.00 182 2 -- 180 63% 113 37% 67 Housi Housing Business Park 770 96,000 SF 1.26 121 2 -- 119 26% 31 74% 88 Total Trips 303 4 299 144 155 THE OAKS SUBDIVISION 2018 TRIP GENERATION SUMMARY Land Use Category ITE Code Size Unit Trip Rate per Unit Total Tris Internal Capture Trips' Pass -by Tris Total Primary Trips Entering Exiting Weekday Dally (vpd) Single -Family Detached Housing 210 435 DU 9.52 4,141 1 -- 4,140 50% 2,070 50% 2,070 Low -Rise Apartment 221 250 DU 6.59 1,648 1 -- 1,647 50% 823 50% 823 Outdoor Recreational Facility, 490 6 Acre 16.26 93 46 -- 46 50% 23 50% 23 Day Care Centers 565 4,300 SF 74.06 318 207 -- 111 50% 56 50% 56 General Office Building 710 17,700 SF 11.03 195 2 -- 193 50% 97 50% 97 Fire Station -- 1 EA 150.00 150 0 -- 150 50% 75 50% 75 Total Trips 6,545 257 6,287 3,144 3,144 WeekdayAM Peak Hour (vph) Single -Family Detached Housing Housi 210 435 DU 0.75 326 0 -- 326 25% 82 75% 245 Low-Rise Apartment 221 250 DU 0.46 115 0 - 115 21% 24 79% 91 Outdoor Recreational Faciliv 490 6 Acre 0.81 5 0 -- 5 50% 2 50% 2 Day Care Centers 565 4,300 SF 12.18 52 35 -- 17 53% 9 47% 8 General Office Building 710 17,700 SF 1.56 28 0 -- 28 88% 24 12% 3 Fire Station -- 1 EA 0.00 0 0 -- 0 50% 0 50% 0 Total Trips 526 35 491 141 349 Weekday PM Peak Hour (vph) Single -Family Detached Housing 210 435 DU 1.00 435 1 -- 434 63% 274 37% 161 Low -Rise Apartment 221 250 DU 0.58 145 0 -- 145 65% 94 35% 51 Outdoor Recreational Facility2 490 6 Acre 1.38 8 4 -- 4 50% 2 50% 2 Day Care Centers 565 4,300 SF 12.34 53 34 -- 19 47% 9 53% 10 General Office Building 710 17,700 SF 1.49 26 1 -- 25 17% 4 83% 21 Fire Station -- 1 EA 0.00 0 0 -- 0 50% 0 50% 0 Total Trips 667 40 627 363 244 1. Internal capture rates and methodology from Trip Generation Handbook, 9th Edition 2. No ITE Internal capture rates, assumed 50% 3. No ITE intemai capture rates, assumed ACHD internal capture rate for school - 8% of residential trips or 65% of school trips, whichever is less VOLTERRA SUBDIVISION 2018 TRIP GENERATION SUMMARY Trip Primary Trips Rate Internal per Total Capture Pass -by Land Use Category ITE Code Size Unit Unit Tris Tris Tris Total Entering Exiting Weekday Daily (vpd) Single -Family Detached 210 728 DU 9.52 6,931 48 -- 6,883 50% 3,441 50% 3,441 Housing Business Park 770 384,000 SF 12.44 4,777 48 -- 4,729 50% 2,365 50% 2,365 Total Trips 11,708 96 11,612 5,806 5,806 WeekdayAM Peak Hour (vph) Single -Family Detached 210 728 DU 0.75 546 0 -- 546 25% 137 75% 410 Housing Business Park 770 384,000 SF 1.40 538 0 -- 538 85% 457 15% 81 Total Trips 1,084 0 1,084 593 490 Weekday PM Peak Hour (vph) Single -Family Detached 210 728 DU 1.00 728 8 -- 720 63% 454 37% 266 Housing Business Park 770 384,000 SF 1.26 484 8 -- 476 26% 124 74% 352 Total Trips 1,212 16 1,196 577 619 JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Appendix E: Analysis Reports - 2015 (Phase 1) Background Traffic SIX MILE ENGINEERING, PA .LUNE 26, 2014 PAGE E HCM 2010 Signalized Intersection Summary 2015 (Phase 1) Background 1: Black Cat Road & Chinden Blvd AM Peak - t 1 I r Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SET SBR 11Q Lane Configurations 4 ?U B i 4A h A 1 F A 5 Volume(veh/h) 6 925 45 35 580 3 27 4 78 0 0 0 Number 1 6 16 5 2 12 7 4 14 3 6 18 Inilial 0(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adl(ApbT) 1.00 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Ad) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adl Sat Flow, vehmAn 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adl Flow Rate, vehrn 7 1028 50 39 644 3 30 4 87 0 0 0 Adl No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehm 169 1403 68 169 1476 7 315 7 152 138 186 0 Arrive On Green 0.10 0.48 0.48 0.10 0.48 0.48 0.10 0.10 0.10 0.00 0.00 0.00 Sat Flow, vehrh 1774 2925 142 1774 3075 14 1774 70 1524 1300 1863 0 Grp Volume(v), veli 7 432 646 39 257 390 30 0 91 0 0 0 Grp Sat Flow(s),veh/hAo 1774 1229 1838 1774 1229 1860 1774 0 1594 1300 1863 0 Q Serve(g s), s 0.2 14.8 14.8 1.1 7.2 Z2 0.8 0.0 2.9 0.0 0.0 0.0 Cycle Q Clear(g c), s 0.2 14.8 14.8 1.1 7.2 7.2 0.8 0.0 2.9 0.0 0.0 0.0 Prop In Lane 1.00 0,08 1.00 0.01 1.00 0.96 1.00 0.00 Lane Grp Cap(c), vehrh 169 590 882 169 590 893 315 0 159 138 186 0 V/C Rafio(R) 0.04 0.73 0.73 0.23 0,44 0.44 0.10 0.00 0.57 0.00 0.00 0.00 Avail Cap(c_a), vehlh 508 2138 3195 508 2138 3235 1053 0 822 679 961 0 HCM Platoon Rare 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 0.00 0.00 0.00 Uniform Delay (d), sNeh 21.5 10.9 10.9 21.9 9.0 9.0 21.6 0.0 22,5 0.0 0.0 0.0 Incr Delay (d2), sNeh 0.1 1.8 1.2 0.7 0.5 0.3 0.1 0.0 3.2 0.0 0.0 0.0 Initial Delay(d3),sNeh 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 EapkOfQ(95%),vehAn 0.2 9.0 12.2 1.0 4.5 6.8 0.7 0.0 2.5 0.0 0.0 0.0 LnGrp Delay(d).slveh 21.6 12.7 12.1 22.6 9.5 9.3 21.7 0.0 25.7 0.0 0.0 0.0 Approach Vol, vehfn 1085 686 121 0 Approach Delay, sNeh 12.4 10.1 24.7 0.0 Approach LOS B B C Minor 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phis Duration (G+Y+Rc), s 11.0 31.1 10.2 11.0 31.1 10.2 Change Period (Y+Rc), s 6.0 6,0 5.0 6.0 6.0 5.0 Max Green Setk'ng (Gmax), s 15.0 91.0 27.0 15.0 91.0 27.0 Max 0 Clear Time (g c+n), s 2,2 9.2 4.9 3.1 16.8 0.0 Green Ext Time lie c), s 0.0 8.4 0.4 0.0 8.4 0.0 �nbimaectlon Summary HCM 2010 Chi Delay 12.4 HCM 2010 LOS B Six Mile Engineering, PA Jump Creek Subdivision 6/2312014 Meridian, ID HCM 2010 AWSC 2015 (Phase 1) Background 2: Black Cat Road & McMillan Road AM Peak Intersection Delay, slveh 9.2 Intersection LOS A movement EBU EBL EBT FOR WHO WBL WBT Wert NBU NBL NBT NBR SBU SBL SBT SBR Vol, veh/n 0 25 99 37 0 48 91 15 0 15 57 116 0 19 41 13 Peak Hour Factor 0.92 0.90 0.90 0.90 0,92 0.90 0.90 0.90 0.92 0.90 0.90 0,90 0.92 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 28 110 41 0 53 101 17 0 17 63 129 0 21 46 14 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 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 Conflicflng Approach Right NB SB WB E8 Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9,2 9.3 9.2 8.7 HCM LOS A A A A NBLnl EBLn1 WeLnl SBLnl Vol Lek in, 8% 16°% 31% 26% Vol Then,% 30% 61% 59% 56% Vol Right,% 62% 23% 10°70 18% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 188 161 154 73 LT Vol 57 99 91 41 Through Vol 116 37 15 13 RT Vol M 25 48 19 Lane Flow Rate 209 179 171 of Geometry Grp 1 1 1 1 Degree of Ulil (X) 0.262 0.234 023 0.112 Departure Headway (Hd) 4.518 4.717 4.833 4.971 Convergence, Y/N Yes Yes Yes Yes Cap 792 757 739 716 Service Time 2.571 2.775 2.891 3.036 HCM Lane V/C Ratio 0.264 0.236 0.231 0.113 HCM Control Delay 9.2 9.2 9.3 8.7 HCM Lane LOS A A A A HCM 95th -81e Q 1 0.9 0.9 0.4 Six Mile Engineering, PA Jump Creek Subdivision 6123/2014 Mardian, ID HCM 2010 AWSC 2015 (Phase 1) Background 3: Black Cat Road & Ustick Road AM Peak Intersection EB WB NOOpposing Approach WB EB SB NB Opposing Lanes Intersection Delay, siveh 10.7 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 Intersection LOS B 1 1 1 Competing Approach Right NB SB WB EB Con0fcbng Lanes Right 1 ovement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SLIT SBR Vol, vehlh 0 23 168 38 0 34 174 7 0 23 115 49 0 15 79 8 Peak Hour Factor 0.92 0.90 0.90 0.90 0.92 0,90 0.90 0.90 0.92 0.90 0.90 0.90 0.92 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 26 187 42 0 38 193 8 0 26 128 54 0 17 88 9 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB WB NOOpposing 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 Competing Approach Right NB SB WB EB Con0fcbng Lanes Right 1 i 1 1 HCM Control Delay 11 11 10.6 9.8 HCM LOS B B B A ane N81-0 EBLnt W9LM SBLn1 Vol Lefl, % 12% 10% 16% 15% Vol Thru,% 61% 73% 81% 77% Vol Right,% 26% 17% 3% 8% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 187 229 215 102 LT Vol 115 168 174 79 Through Vol 49 38 7 8 RT Vol 23 23 34 15 Lane Flow Rate 208 254 239 113 Geometry Grp 1 1 1 1 Degree of Util (X) 0.305 0.361 0.346 0.175 Departure Headway (Hd) 5.287 5.106 5.214 5.563 Convergence, YIN Yes Yes Yes Yes Cap 679 705 690 645 Service Time 3.32 3.136 3.245 3.601 HCM Lane VIC Ratio 0.306 0.36 0.346 0.175 HCM Control Delay 10.6 11 11 9.8 NOV Lane LOS B B 8 A HCM 95th -lite 0 1.3 1.6 1.5 0.6 Su Mile Engineering, PA Jump Creek Subdivision 6/23/2014 Meridian, ID HCM 2010 Signalized Intersection Summary 2015 (Phase 1) Background 1: Black Cat Road & Chinden Blvd PM Peak Approach Vm, veli 807 1091 107 12 Approach Delay, sNeh 11.0 6.5 21.4 20.4 Approach LOS B A C C rimer 1 -- 2 3 4 f-- 6 7 4_- Assigned Phs t 2 1 1 6 Movement -IRL EBT EBR WBL WET WBR NBL NET NBR SBL SBT SBR i Lane Configurations 4 ?A 15.0 F }p 18,0 F 1. Max Q Clear Time to c+11),s F t. 3.8 Volume (vehlh) 0 751 40 100 969 0 42 2 61 5 3 4 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial 0(Of), van 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 Adj Sat Flow, veh/nAn 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Ad) Flow Rate, vehAi 0 766 41 102 989 0 43 2 62 5 3 4 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehlb 4 1294 69 182 1650 0 287 5 158 235 75 99 Arrive On Green 0.00 0.44 0.44 0.10 0.67 0.00 0.10 0.10 0,10 0.10 0.10 0.10 Sat Flow, vetvh 1774 2909 156 1774 3092 0 1403 50 1541 1332 725 967 Grp Volunift vehrh 0 324 483 102 989 0 43 0 64 5 0 7 Grp Sat Flow(s),vehlhlln 1774 1229 1835 1774 1229 0 1403 0 1591 1332 0 1692 Q Serve(; a),s 0.0 9,6 9.7 2.7 10.8 0.0 1.4 0.0 1.8 0.2 0.0 0.2 Cycle Q Clearlg c), s 0.0 9.6 9.7 2.7 10.8 0.0 1.6 0.0 1,8 2.0 0.0 0.2 Prop In Lane 1.00 008 1.00 0.00 1.00 0.97 1.00 0.57 Lane Grp Cap(c), vehm 4 547 816 182 1650 0 287 0 164 235 0 174 VIC Ra60(X) 0.00 0.59 0.59 056 0.60 0.00 0.15 0.00 0.39 002 0.00 0.04 Avail Cap(c_ab veh/h 547 2225 3321 657 4601 0 922 0 883 838 0 939 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 Filler(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.W 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 10.2 10.2 20.8 4.4 0.0 20.4 0.0 20.4 21.3 0.0 19.7 Incr Delay (d2), sNeh 0.0 1.0 0.7 2.7 0.4 0.0 0.2 0.0 15 0.0 0.0 0.1 Initial Q Delay(d3)sAmh 0.0 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 pile BackOfQ(950/P),veh4n 0.0 6.1 8.7 2,6 6.6 0.0 1.0 0.0 1.6 0.1 0,0 02 LnGrp Delay(d),s/veh 0.0 11.2 10.9 23.4 4.8 0.0 20.6 0.0 21.9 21.4 0.0 19.7 Lni LOS B B C A C C C e Approach Vm, veli 807 1091 107 12 Approach Delay, sNeh 11.0 6.5 21.4 20.4 Approach LOS B A C C rimer 1 -- 2 3 4 5 6 7 8 ` -- -- Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 0.0 386 10.0 11.0 27.6 10.0 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Setting (Grai 5 15.0 91.0 27.0 18,0 88.0 27.0 Max Q Clear Time to c+11),s 0,0 12.8 3.8 4.7 11.7 4,0 Green Ext Time (p_c), s 0.0 10.0 0.4 0.2 10.0 0.4 HCM 2010 Cut Delay HCM 2010 LOS Six Mlle Engineering, PA Jump Creek Subdivision 6/2412014 Meridian, ID HCM 2010 AWSC 2015 (Phase 1) Background 2: Black Cat Road & McMillan Road P I Peak }�lpvement EBU EBL EBT EBR WBU WBL WILL WBR NBU NBL NBT HER SBU SOL SBT SBR Vol, veh7n 0 18 85 27 0 51 146 18 0 44 64 44 0 19 76 36 Peak Hour Factor 0.92 0.97 0.97 0.97 0.92 0.97 0.97 0.97 0.92 0.97 0.97 0.97 0.92 0.97 0.97 0.97 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Want Flow 0 19 88 28 0 53 151 19 0 45 66 45 0 20 78 37 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 bpproach EB 14% 24% 15% 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 N8 SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9 9.9 9.2 9 HCM LOS A A A A NBLnt EBLn1 WBLnl SBLni Vol Lefl,% 29% 14% 24% 15% Vol Thin,% 42% 65% 68% 58% Vol Right,% 29% 21% 85% 27% Sign Control Slop Stop Stop Stop Traffic Vol by Lane 152 130 215 131 LT Vol 64 85 146 76 Through Vol 44 27 18 36 RTV01 44 18 51 19 Lane Flow Rale 157 134 222 135 Geometry Grp 1 1 1 1 Degree of Hill (X) 0.211 0.18 0.296 0,182 Departure Headway (Hd) 4.845 4.822 4.802 4.855 Convergence, YIN Yes Yes Yes Yes Cap 735 738. 743 733 Service Time 2.912 2.888 2,863 2.924 HCM Lane V/C Ratio 0.214 0.182 0.299 0.184 HCM Control Delay 9.2 9 9.9 9 HCM Lane LOS A A A A HCM 95th-tileQ 0.8 0.7 1.2 0.7 Six Mile Engineering, PA Jump Croak Subdivision 6124/2014 Mardian, ID HCM 2010 AWSC 2015 (Phase 1) Background 3: Black Cat Road & Ustick Road PM Peak Intersection Delay, s/veh 154 Intersection LOS C Wyement EBU EBL EBT EBR WBU INK WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Vol, veh/h 0 11 203 35 0 51 250 23 0 56 122 71 0 21 143 25 Peak Hour Factor 0.92 0.91 0.91 0.91 0.92 0.91 0.91 0,91 0.92 091 0.91 0.91 0.92 0.91 0.91 0.91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 12 223 38 0 56 275 25 0 62 134 78 0 23 157 27 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB We NB 58 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 Appmach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 14.6 17.8 14.8 133 HCM LOS B C B B NBLnl EBLM WBLnt SBLnl Vol Left, % 22% 4% 16% 11% Vol Than, %. 49% 82% 77% 76% Vol Right,% 29% 14% 7% 13% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 249 249 324 189 LT Vol 122 203 250 143 Through Vol 71 35 23 25 RT Vol 56 11 51 21 Lane Flow Rate 274 274 356 208 GeometryGrp 1 1 1 1 Degree of Util(X) 0.474 0.468 0.599 0.373 Departure Headway(Hd) 6.235 6.162 6.054 6.458 Convergence, Y/N Yes Yes Yes Yes Cap 577 583 595 555 Service Time 4.288 4.217 4.103 4.517 HCM Lane V/C Ratio 0.475 0.47 0.598 0.375 HCM Control Delay 14.8 14.6 17.8 13.3 HCM Lane LOS B B C B HCM 95th -tile 0 2.5 2.5 4 17 Six Mile Englneedng, PA Jump Creek Subdivision 6/24/2014 Meridian, ID JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Appendix F: Analysis Reports - 2015 (Phase 1) Site Plus Background Traffic ® SIX MILE ENGINEERING, PA ,TUNE 26, 2014 PAGE F HCM 2010 Signalized Intersection Summary 2015 (Phase 1) Site + Background 1: Black Cat Road & Chinden Blvd AM Peak Movement EBL EBT EBR WBL WELL WBR NBL NOT N8R SBL SBT SBR Lane Configurations S ?U 1837 R ?10 1860 1 A 1592 4 A 0 Volume(vehm) 6 925 46 40 580 3 31 4 94 0 0 0 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q lob), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A-pbT) 1.00 587 1.00 1.00 587 1.00 1.00 0 1.00 1.00 206 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 Adj Sal Flow, vehN/In 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Lim Rale, vehlb 7 1028 51 44 644 3 34 4 104 0 0 0 Adj No, o1 Lanes 1 2 0 1 2 0 1 1 0 1 1 0 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehrh 166 1395 69 166 1469 7 331 7 170 135 206 0 Arrive On Green 0.09 0.48 0.48 0.09 0.48 0.48 0.11 0.11 0.11 0.00 0.00 0,00 Grp Volume(v), vehm 7 433 646 44 257 390 34 0 108 0 0 0 Grp Sat Flow(s),vehm4n 1774 1229 1837 1774 1229 1860 1774 0 1592 1280 1863 0 Q Serve(g a),a 0.2 15.1 15.2 1.2 7.4 7.4 0.9 0.0 3.5 0.0 0.0 0.0 Cycle Q Clear(g c), s 0.2 15.1 15.2 1.2 7.4 7.4 0.9 0.0 3.5 0.0 0.0 0.0 Prop In Lane 1.00 0.08 1.00 (101 1.00 0.96 1,00 0.00 Lane Grp Capin), veh/h 166 587 878 166 587 889 331 0 176 135 206 0 V/C Ram(x) 0.04 0.74 0.74 0.27 0.44 0.44 0,10 0.00 0.61 0,00 0.00 0.00 Avail Cap(c_a), vehm 498 2094 3129 498 2094 3169 1031 0 805 640 941 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 Filterp) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 22.0 11.2 11.2 22.5 9.2 9.2 21,5 0.0 22.7 0.0 0.0 0.0 Incr Delay (d2), sNeh 0.1 1.8 1.2 0.8 0.5 0.3 0.1 0.0 3.4 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOIQ(95%),veh4n 0,2 9,1 12,4 1.1 4.7 7.0 0.8 0.0 3.0 0.0 0.0 0.0 LnGry Delay(d),slveh 22.1 13.1 12S 23.3 9.7 9.6 21.7 0.0 26.1 0.0 0.0 0.0 LnGry LOS C B 8 C A A C C Approach Vol, veh/n 1066 691 142 0 Approach Delay, sNeh 12.8 10.5 25.0 0.0 Approach LOS B B C Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y.Rc), s 11.0 31.5 10.9 11.0 31.5 10.9 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Selling (Gmax), s 15.0 91.0 27.0 15.0 91.0 27.0 Max Q Clear Time (g c+11), s 22 9.4 5.5 3.2 17.2 0.0 Green Ext Time (p c), s 0.0 8.4 0.4 0.1 8.4 0.0 Intersection Summary HCM 2010 Chi Delay 12.9 HCM 2010 LOS B Su Mlle Engineering, PA Jump Creek Subdivision 6124/2014 Meridian, ID HCM 2010 AWSC 2015 (Phase 1) Site+ Background 2: Black Cat Road & McMillan Road AM Peak Intersection LOS A movement EBU EBL EBT EBR WBU WBL WBT WON NBU NBL NBT NBR SBU SBL SBL SBR Vol, vehm 0 26 99 37 0 48 91 18 0 15 66 116 0 28 69 17 Peak Hour Factor 0.92 0.90 0.90 0.90 0.92 0.90 0.90 0.90 0.92 0.90 0.90 0.90 0.92 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 29 110 41 0 53 101 20 0 17 73 129 0 31 77 19 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 liG9f6l8T EB 16% 31% 25% 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 9.5 9.7 9.5 9.2 HCM LOS A A A A Vol Left,% 8% 16% 31% 25% Vol Thru,% 34% 61% 58% 61% Vol Righl,% 59% 23% If% 15% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 197 162 157 114 LT Vol fib 99 91 69 Through Vol 116 37 18 17 RT Vol 15 26 48 28 Lane Flow Rate 219 180 174 127 Geometry Grp 1 1 1 1 Degree of Did (X) 0.281 0.244 0.241 0.177 Departure Headway (Hd) 4.627 4.875 4.977 5.033 Convergence, YIN Yes Yes Yes Yes Cap 770 729 715 706 Service Time 2.698 2.952 3.054 3.113 HCM Lane VIC Ratio 0.284 0.247 0.243 0.18 HCM Control Delay 9.5 9.5 9.7 9.2 HCM Lane LOS A A A A HCM 950 -Ile Q 1.2 1 0.9 0.6 Su Mile Engineering, PA Jump Creek Subdivision 6/24/2014 Meridian, ID HCM 2010 AWSC 2015 (Phase 1) Site + Background 3: Black Cat Road & Ustick Road AM Peak Inlersection Delay, s/veh 11.1 Intersection LOS B Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SBT SBR Vol, vehm 0 24 16B 38 0 34 174 11 0 23 119 49 0 27 92 11 Peak Hour Factor 0.92 0.90 0.90 0.90 0.92 0.90 0.90 0.90 0.92 0.90 0.90 0.90 0.92 0.90 0.90 0.90 Heavy Vehicles,% 2 1 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 27 187 42 0 38 193 12 0 26 132 54 0 30 102 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Approach EB 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 Con0licting Lanes Right 1 1 1 1 HCM Control Delay 11.4 11.4 11 10.3 HCM LOS B B 8 8 NBLoi EBLni WBLnl SBLnt Vol Left,% 12% 10% 16% 21% Vol Then, % 62% 73% 79% 71% Vol Right, % 26% 17% 5% 8% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 191 230 219 130 LT Vol 119 168 174 92 Through Vol 49 38 11 11 RT Vol 23 24 34 27 Lane Flow Rate 212 256 243 144 Geometry Grp 1 1 1 1 Degree of Util(X) 0.318 0.372 0.361 0.226 Departure Headway(Hd) 5.395 5.244 5.337 5.631 Convergence, Y/N Yes Yes Yes Yes Cap 666 685 674 637 Service Time 3.436 3.283 3.376 3.677 HCM Lane VIC Relic 0.318 0.374 0.361 0.226 HCM Control Delay 11 11.4 11.4 10.3 HCM Lane LOS B B B B HCM 9511 -tile O 1.4 1.7 1.6 0.9 Six Mile Engineering, PA Jump Creek Subdivision 624/2014 Meridian, ID HCM 2010 TWSC 2015 (Phase 1) Site + Background 4: Black Cat Road & Proposed Collector AM Peak larval Ind Delay, sNeh 1.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol,vehm 6 0 13 5 0 9 4 112 7 13 71 2 Conflicting Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Slop Stop Stop Slop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 100 - - 100 - 100 10D - Van in Median Storage,# - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 7 0 14 6 0 10 4 124 8 14 79 2 Major/Minor Mmor2 Minors Malori Malor7 Conflicting Flow All 247 242 80 249 243 124 81 0 0 124 0 0 Stage 109 109 - 133 133 - - - - - - Sdage 2 138 133 - 116 110 - - - - - - - Cri ical Hdwy 7.12 6.52 6.22 7.12 6.52 622 4.12 - - 4.12 - - Cd9cal Hull Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - Pot Cap -1 Maneuver 707 660 980 705 659 927 1517 - - 1463 - - Stagel 896 805 - 870 786 - - - - - - - Stage 2 965 786 - 889 804 - - - - - - - Platoon blocked, % - - - - Mov Cap Maneuver 693 652 980 688 651 927 1517 - - 1463 - - Most Cap -2 Maneuver 693 652 - 688 651 - - - - - - - Stagel 894 797 - 868 784 - - - - - - - Stage 2 853 784 - 868 796 - - - - - - - Approach E8 WB NB HCM Control Delay, s 9.3 9.4 0.2 1A HCM LOS A A Minor Leal Mvml NBL NBT NBR EBLn1 WBLnl WBLn2 SBL SBT SBR Capacity(vehm) 1517 867 688 927 1463 - HCM Lane VIC Rate 0.003 - - 0.024 0.008 0.011 001 - - HCM Control Delay (s) 7.4 - - 9.3 10.3 8.9 7.5 - - HCM Lane LOS A - - A B A A - - HCM 95th%tile O(veh) 0 - - 0.1 0 0 0 - - Six Mile Engineering, PA Jump Creek Subdivision 6124/2014 Meridian, IB HCM 2010 TWSC 2015 (Phase 1) Site + Background 5: Black Cat Road & Approach 1 AM Peak Intersection Int Delay, shah 1.1 Movement EBL EBR N81- N8T SOT SBR Vol, vehlo 8 15 5 115 87 2 Conflicting Peds,#Nr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RTChannelized - 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,% 2 2 2 2 2 2 Mvmt Flow 9 17 6 128 97 2 Conflicting Flow All 237 98 99 Stage 1 98 - - Stage 2 139 - - Critical Hdwy 6.42 6.22 4.12 Critical Hdwy Sig 1 5.42 - - Critical Hdwy Stg 2 5.42 - - Follow-up Hdwy 3.518 3.318 2.218 Pot Cap 1 Maneuver 751 958 1494 Stage 1 926 - - Stage 2 888 - - Platoon blocked, % May Capt Maneuver 748 958 1494 Mov Cap -2 Maneuver 748 - - Stage 1 926 - - Stage 2 884 - - 0.3 HCM LOS Minor LanelMajor Mvmt NBL NET EBLni SET SBR Capacity(vehm) 1494 - 873 - HCM Lane VIC Ratio 0.004 - 0.029 - - HCM Control Delay (s) 7.4 0 9.2 - - HCM Lane LOS A A A - - HCM 95th%file 0(veh) 0 - 0.1 - - Six Mlle Engineering, PA Jump Creek Subdivision 6/24/2014 Meridian, ID HCM 2010 TWSC 2015 (Phase 1) Site + Background 6: Black Cat Road & Approach 2 AM Peak Intersection Int Delay, slveh 0.9 Movement EBL EBR NBL NBT SBT SBR Vol, veh/n 6 13 4 114 100 2 Conflicting Peds, Or 0 0 0 0 0 0 Sign Control Slap 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,% 2 2 2 2 2 2 vivant Flow 7 14 4 127 111 2 MajoaMirrr M1nor2 Malod Major2 - Conflicting Flow All 248 112 113 0 - 0 Stage 1 112 - - - - - Stage 2 136 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Slg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - PolCap-1 Maneuver 740 941 1476 - - - Stage1 913 - - - - - Slage2 890 - - - - - Petroun blocked, % - - - MovCap -1 Maneuver 73B 941 1476 - - - MovCap-2 Maneuver 738 - - - - - Stage 1 913 - - - - - Stage 2 887 - - - - - HCM Control Delay, s 9.3 0.3 HCM LOS A Minor Lane/Major Mvml NEIL NBT EBLnt SELL SBR Capacity(vehrn) 1476 - 866 - - HCM Lane V/C Ratio 0.003 - 0.024 - - HCM Combat Delay (s) 7.4 0 9.3 - - HCM Lane LOS A A A - - HCM 95th%tileQ(veh) 0 - 0.1 - Six Mlle Engineering, PA Jump Creek Subdivision 624/2014 Meridian, ID C n nN N o co o p2 Blackcat 130 2% Blackcat Z) tr CD N .e. L O �l � N Z) MOVEMENT SUMMARY Blackcat Road and Ustick Road 2018AM Site Plus Background Roundabout Site: 2018 AM Site Plus BG - Blackcat and Ustick 3 L 35 2.0 0.318 7.1 LOS A 1.4 35.8 0.52 0.91 29.8 8 T 209 2.0 0.318 7.1 LOS 1.4 35.8 0.52 0.72 33.1 18 R 57 2.0 0.318 7.1 LOS A _ _ 1.4 35.8 0.52 0.76 32.7 Approach 301 2.0 0.318 7.1 LOS 1.4 35.8 0.52 0.75 32.6 East: Ustick 1 L 40 2.0 0.301 6.4 LOS A 1.4 34.6 0.45 0.87 28.6 6 T 210 2.0 0.301 6.4 LOS A 1.4 34.6 0.45 0.62 31.8 16 R 64 2.0 0.301 6.4 LOS A 1.4 34.6 0.45 0.67 31.4 Approach 313 2.0 0.301 6.4 LOS A 1.4 34.6 0.45 0.66 31.2 North: Blackcat 7 L 130 2.0 0.360 7.2 LOS A 1.7 44.2 0.47 0.85 29.7 4 T 215 2.0 0.360 7.2 LOS 1.7 44.2 0.47 0.65 33.0 14 R 33 2.0 0.360 7.2 LOS A 1.7 44.2 0.47 0.69 32.5 Approach 378 2.0 0.360 7.2 LOS 1.7 44.2 0.47 0.72 31.7 West: Ustick 5 L 48 2.0 0.343 7.4 LOS A 1.6 39.7 0.53 0.91 28.2 2 T 218 2.0 0.343 7.4 LOS A 1.6 39.7 0.53 0.69 31.1 12 R 63 2.0 0.343 7.4 LOS A 1.6 39.7 0.53 0.74 30.7 Approach 329 2.0 0.343 7.4 LOS A 1.6 39.7 0.53 0.73 30.5 All Vehicles 1321 2.0 0.360 i 7.1 LOS 1.7 44.2 0.49 0.72 31.5 Level of Service (LOS) Method: Delay & v/c (HCM 2010). 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 2010). Roundabout Capacity Model: US HCM 2010. HCM Delay Model used. Geometric Delay not included. Processed: Tuesday, June 24, 2014 10:46:13 AM Copyright© 2000-2011 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 5.1.13.2093 www.sidrasolutions.com Project: X:lprojects\771304\Traffic\SIDRA\Blackcat-Ustick\Blackcat and Ustick.sip 8000552, SIX MILE ENGINEERING PA, SINGLE SIDRA INTERSECTION HCM 2010 Signalized Intersection Summary 2015 (Phase 1) Site + Background 1: Black Cat Road & Chinden Blvd PM Peak Grp Sal Flow(s),vehm4n 1774 1229 1833 1774 1229 0 1403 0 1590 1322 0 1692 %yemebl EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations R 4t. 9.9 F 4L 0.0 i U 2.1 R A 0.2 Volume (vehm) 0 751 44 117 969 0 45 2 70 5 3 4 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q lob), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adl(A-pbT) 1.00 2119 1.00 100 4486 1.00 1.00 0 1.00 1,00 0 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 I.D) Adj Sat Flow, vehi 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, velum 0 766 45 119 989 0 46 2 71 5 3 4 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap, velum 4 1284 75 195 1661 0 283 4 157 223 74 98 Arrive On Green 0.00 0.44 0.44 0.11 0.68 0.00 010 0.10 0.10 0.10 0.10 0,10 Sat Flow, vehm 1774 2892 170 1774 3092 0 1403 44 1546 1322 725 967 Approach Delay, sNeh 11.2 6.8 22.2 20.9 Grp Sal Flow(s),vehm4n 1774 1229 1833 1774 1229 0 1403 0 1590 1322 0 1692 QServe(g s),S 0.0 9.9 9.9 3.2 10.8 0.0 1.5 0.0 2.1 0.2 0.0 0.2 Cycle Q Clear(g c),s 0.0 9.9 9.9 3.2 10.8 0.0 1.7 0.0 2.1 2.3 0.0 0.2 Prop In Lane 1.00 0.09 1.00 0.00 1,00 0.97 1.00 0.57 Lane Grp Carlo), vehth 4 546 814 195 1661 0 283 0 161 223 0 172 V/C Rai 0.00 0.60 0.60 0.61 0.60 0.00 0.16 0.00 0.45 0.02 0.00 0.D4 Avail Cap1c_aj, veh/h 539 2119 3158 719 4486 0 937 0 903 839 0 961 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 Opstmam Filter(I) 0.00 1.00 1.00 1.W 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 10.4 10.4 20.9 4.3 0.0 20.8 OA 20.9 22.0 0.0 20.0 Ina Delay h12), s/veh 0.0 1.0 0.7 3.1 0.3 0.0 0.3 0.0 2.0 0.0 0.0 0.1 Initial Q Delay(d3)sNeh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %he Back01Q(95°/o),veh4a 0.0 6.3 8.9 3.0 6.6 0.0 1.1 0.0 1.8 0.1 0.0 0.2 LaGrp Delay(d)sNeh 00 11.4 11.1 24.0 4.7 0.0 21.0 0.0 22.9 22.0 0.0 201 Lmi LOS B B C A C C C C Approach Vol, vehm 811 1106 119 12 Approach Delay, sNeh 11.2 6.8 22.2 20.9 Approach LOS B A C C Dimer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),s 0.0 39.3 10.0 11.4 27.9 10.0 Change Pound (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Setting(Gmax), s 15.0 90.0 28.0 20.0 85.0 28.0 Max Q Clear Time (g c+HH, s 0.0 12.8 4.1 5.2 11.9 4.3 Green Ext Time(pc), s 0.0 10,0 0.4 0.3 10.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 9.5 HCM 2010 LOS A Six Mlle Engineering, PA Jump Creek Subdivision 6/2412014 Meridian, ID HCM 2010 AWSC 2015 (Phase 1) Site + Background 2: Black Cat Road & McMillan Road PM Peak Intersection Delay, slveh 9,8 Intersection LOS A Movement EBU FRI. EBT EBR WBU WBL WBT WBR NFU NBL NBT NBR SITU SBL SITT SBR Vol, vehm 0 22 85 27 0 51 146 28 0 44 94 44 0 25 95 38 Peak Hour Factor 0.92 0.97 0.97 0.97 0.92 0.97 0.97 0.97 0,92 0.97 0.97 097 0.92 0.97 0.97 0.97 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Fbw 0 23 88 28 0 53 151 29 0 45 97 45 0 26 98 39 Numberof Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Approach E8 - VfEI' __ Opposing Approach WB EB 58 NB Opposing Lanes 1 1 1 1 Conflicting Approach Lefl 58 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 9.3 10.3 9.8 9.5 HCM LOS A B A A Lane NBLnt EBLni WOW S131 -n1 Vol Left% 24% 16% 23% 16% Vol Thin,% 52% 63% 65% 60% Vol Right,% 24% 20% 12% 24% Syn Control Stop Stop Stop Stop Traffic Vol by Lane 182 134 225 158 LT Vol 94 85 146 95 Through Vol 44 27 28 38 RT Vol 44 22 51 25 Lane Flow Rate 188 138 232 163 Geometry Grp 1 1 1 1 Degree of HIM (X) 0.259 0.192 0.318 0,225 Departure Headway(Hd) 4.961 5.012 4.942 4.979 Convergence, YIN Yes Yes Yes Yes Cap 717 707 719 713 Service Time 3.045 3.103 3.024 3.066 HCM Lane VIC Rago 0.262 0.195 0.323 0.229 HCM Control Delay 9.8 9.3 10.3 9.5 HCM Lane LOS A A B A HCM 95thtile0 1 0.7 1.4 0.9 Six Mlle Engineering, PA Jump Creek Subdivision 6Y2412014 Meddlan, ID HCM 2010 AWSC 2015 (Phase 1) Site + Background 3: Black Cat Road & Ustick Road PM Peak Intersection Delay, sIveh 16.9 Intersection LOS C Movement EDU EBL EBT FOR WHO WBL WBT WHIR NBU NBL NBT NBR SBU SBL SET SBR Vol, veh/h 0 15 203 35 0 51 250 36 0 56 135 71 0 29 151 28 Peak Hour Factor 0.92 0.91 0.91 0.91 0.92 0.91 0,91 0.91 0.92 0.91 0.91 0.91 0.92 0.91 0.91 0SH Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 16 223 38 0 56 275 40 0 62 148 78 0 32 166 31 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 EB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left Se NB EB WB Conflicting Lanes Left 1 1 1 1 Corti Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Confit Delay 15.7 19.9 16.2 14.6 HCM LOS C C C B Fane N13nt FEW WBLnl S13Ln1 Vol Left, % 21% 6% 15% 14% Vol Thm,% 52% 80% 74% 73% Vol Right, % 27% 14% 11% 13% Sign Control Slop Stop Stop Slop Traffic Vol by Lane 262 253 337 208 LT Vol 135 203 250 151 Through Vol 71 35 36 28 RTVoI 56 15 51 29 Lane Flow Rate 288 278 370 229 Geometry Grp 1 1 1 1 Degree of Ulil(X) 0.515 0.495 0.642 0.422 Departure Headway (Hd) 6.439 6.407 6.238 6.652 Convergence, YIN Yes Yes Yes Yes Cap 559 559 578 537 Service Time 4.51 4.479 4.304 4.731 HCM Lane V/C Rato 0.515 0.497 0.64 0.426 HCM Control Delay 16.2 15.7 19.9 14.6 HCM Lane LOS C C C B HCM 951h -lite 0 2.9 2.7 4.6 2.1 Six Mile Engineering, PA Jump Creek Subdivision 6/24/2014 Meridian, ID HCM 2010 TWSC 2015 (Phase 1) Site + Background 4: Black Cat Road & Proposed Collector PM Peak Intersections Int Delay, slveh 12 Movement EBL EBT EBR WBL W8T WOR NBL NBT NBR SBL SBT SBR Vol, vehrh 3 0 8 3 0 6 14 107 5 10 145 7 Conflicting Peds, W/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Slap Slop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 100 - - 100 - IDD 100 - - Veh in Median Storage, p - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 3 0 9 3 0 7 16 119 6 11 161 8 Major/Minor Mmar2 Minarl Malorl Malor2 COMlichng Flaw All 340 337 165 342 341 119 169 0 0 119 0 0 Stages 187 187 - 150 150 - - - - - - - Stage 2 153 150 - 192 191 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - 4.12 - - Critical Hdwy Slg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Slg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - Pot Cop -1 Maneuver 614 584 879 612 581 933 1409 - - 1469 - - Stagel 815 745 - 853 773. - - - - - - - Stage 2 849 773 - 810 742 - - - - - - - Plateau blacked, % - - - - MovCap -1 Maneuver 601 573 879 597 570 933 1409 - - 1469 - - MovCap-2 Maneuver 601 573 - 597 570 - - - - - - - Stage1 806 739 - 843 764 - - - - - - - Stage2 833 764 - 796 736 - - - - - - - Approach EB WB NB HCM Control Delay, s 9.7 9.6 0.8 0.5 HCM LOS A A Mhwr Lane/Major Mvml NBL NBT NBR EBLn1 WBLni WBLn2 SBL BBT SBR AN Capacity(vehAu 1409 - - 781 597 933 1469 - - HCM lane V/C Rate 0.011 - - 0.016 0.006 0.007 0.008 - - HCMConlrolDelay(s) 7.6 - - 9.7 11,1 8.9 7.5 - - HCM Lane LOS A - - A 8 A A - - HCM95th%file Cloth) 0 - - 0 0 0 0 - - Six Mile Engineering, PA Jump Creek Subdivision 624/2014 Meridian, ID 12010 TWSC 2015 (Phase 1) Site + Background 5: Black Cat Road & Approach 1 PM Peak Intersection -� Ind Delay, slveh 0.9 jvtpyemenl EBL EBR NBL NBT SBT SBR Vol, vehrh 5 11 16 120 148 8 Conflicting Peds, #Jr 0 0 0 0 0 0 Sign Central Slop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - VehinMedianStorage,p 0 - - 0 0 - Grade, % 0 - - 0 0 - PeakHourFactor 90 9D 9D 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flaw 6 12 18 133 164 9 Conflicting Flow All 338 169 173 Stage 1 169 - - Stage 2 169 - - Cddical Hdwy 6.42 6.22 4.12 Critical Hall Stg 1 5.42 - - Crilical Hall SIg 2 5.42 - - Fallow -up Hdwy 3.518 3.318 2.218 Pot Cap -1 Maneuver 658 875 1404 Stage 1 861 - - Stage 2 861 - - Piston blocked, % May Cap I Maneuver 649 875 1404 May Cap -2 Maneuver 649 - - Stage 1 861 - - Stage 2 849 - - EB HCM LOS Minor LanslMajor Mvmt NBL NBT EBLnl SBT SBR Capacity (vehlh) 1404 789 - - HCM Lane VIC Ratio 0.013 - 0.023 - - HCM Consul Delay (s) 7.6 0 9.7 - - HCM Lane LOS A A A - - HCM 95th %ft Diveh) 0 - 0.1 - - Six Mile Engineering, PA Jump Creek Subdivision 6/24/2014 Meridian, ID HCM 2010 TWSC 2015 (Phase 1) Site+ Background 6: Black Cat Road & Approach 2 PM Peak Int Delay, slveh 0.7 Movement EBL EBR NFL NBT SEPT SBR Vol, vehm 4 B 14 132 153 6 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Conaol Slop Slop 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, % 2 2 2 2 2 2 Mvmt Flow 4 9 16 147 170 7 Major/Minor Minm2 Majors Mai -_ Conflicting Flow All 351 173 177 0 - 0 Stage 1 173 - - - - - Stage 2 178 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hi Stg 1 5.42 - - - - - Critical Noll Sig 2 5.42 - - - - - Follow-up Hal 3.518 3.318 2,218 - - - Po1Cap-i Maneuver 646 871 1399 - - - Stage 1 857 - - - - - Stage 2 853 - - - - - Platoon blocked, % - - - MovCaplManeuver 638 871 1399 - - May Cap -2 Maneuver 638 - - - - - Stage 1 857 - - - - - Stage 2 843 - - - - - approach EB NB SB HCM Control Delay, s 9.7 0.7 0 HCM LOS A 10mr LaneiMajor Mvml NBL NET FEW SBT SBR Capacity(vehi 1399 - 776 - - HCMLaneV/C Rate 0.011 - 0.017 - - HCM Control Delay (s) 7.6 0 9.7 - - HCM Lane LOS A A A - - HCM 95th %tile O(veh) 0 - 0.1 - - Six Mile Engineering, PA Jump Creek Subdivision 6,2412014 Meddian, ID Blackcat 10 2° 253 2%n 0 0 co T CCOMD Y rF O O tA . � Blackcat MOVEMENT SUMMARY Blackcat Road and Ustick Road 2018 PM Site Plus Background Roundabout Site: 2018 PM Site Plus BG - Blackcat and Ustick 3 L 87 2.0 0.459 9.3 LOS A 2.5 62.2 0.60 0.94 28.7 8 T 263 2.0 0.459 9.3 LOS A 2.5 62.2 0.60 0.78 31.5 18 R 84 2.0 0.459 9.3 LOS A 2.5 _ 62.2 _ 0.60 0.81 31.2 Approach 433 2.0 0.459 9.3 LOS A 2.5 62.2 0.60 0.81 30.8 East: Ustick 1 L 60 2.0 0.551 11.1 LOS B 3.5 89.7 0.65 0.96 26.5 6 T 319 2.0 0.551 11.1 LOS B 3.5 89.7 0.65 0.81 28.8 16 R 146 2.0 0.551 11.1 LOS B 3.5 89.7 0.65 0.84 28.5 Approach 525 2.0 0.551 11.1 LOS B 3.5 89.7 0.65 0.83 28.4 North: Blackcat 7 L 109 2.0 0.463 9.8 LOS A 2.5 62.8 0.63 0.97 28.4 4 T 253 2.0 0.463 9.8 LOS A 2.5 62.8 0.63 0.83 31.1 14 R 51 2.0 0.463 9.8 LOS 2.5 62.8 _ 0.63 0.86 30.8 Approach 412 2.0 0.463 9.8 LOS A 2.5 62.8 0.63 0.87 30.3 West: Ustick 5 L 40 2.0 0.375 8.1 LOS A 1.7 44.0 0.56 0.93 27.9 2 T 254 2.0 0.375 8.1 LOS A 1.7 44.0 0.56 0.73 30.7 12 R 54 2.0 0.375 8.1 LOS A 1.7 44.0 0.56 0.77 30.3 Approach 347 2.0 0.375 8.1 LOS A 1.7 44.0 0.56 0.76 30.3 All Vehicles 1718 2.0 0.551 9.7 LOS 3.5 89.7 0.61 0.82 29.8 Level of Service (LOS) Method: Delay & v/c (HCM 2010). 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 2010). Roundabout Capacity Model: US HCM 2010. HCM Delay Model used. Geometric Delay not included. Processed: Tuesday, June 24, 201410:47:59 AM Copyright© 2000-2011 Akcelik and Associates Pty Ltd S I D R A SIDRA INTERSECTION 5.1.13.2093 www.sidrasoludons.com INTERSECTION Project: X:\projects\771304\Traffic\SIDRA\Blackcat-Ustick\Blackcat and Ustick.sip 8000552, SIX MILE ENGINEERING PA, SINGLE JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Appendix G: Turn Lane Warrant Worksheets SIX MILE ENGINEERING, PA JUNE 26, 2014 PAGE G Jump Creek Subdivisiion ACHD Right -Turn Lane Guidelines for Two -Lane Roadway 2015 (Phase 11 Site+Backeround Traffic Off chart - right -tum lane is not warranted '4' 2n HIM 2c -20- Sajor-RoaI speed Major -Road Posted Right -Turn Volume Volume -One ACHD Right -Turn Speed (vph) Direction (vph) Warrant Check AM PM AM PM AM I PM No. Intersection Direction (mph) Warranted Black Cat Rd and Required with (D Add N8 50 7 5 123 126 Proposed Collector a / Lane Volterra Subdivision -h Black Cat Rd and (80 kn 1h) 0 SB 50 2 7 86 162 No No No* Proposed CollectoL_ (90 km ) Black Cat Rd and _• E0 msh 3 SB 50 2 8 89 156 No No No* Approach 1 Black Cat Rd and O SB 50 2 6 102 159 No No No* Approach 2 Off chart - right -tum lane is not warranted '4' 2n HIM 2c -20- Soo 440 _C_ 000 700 sa•-c 000 1000 1100 1200 Major- Road Volume - One Direction (vph) 0 A peak hour 0 P peak hour Sajor-RoaI speed 40 mph 1 30 kmJh) 45 mph (70 kn11h Add Riph LTur a / Lane 50 nil -h (80 kn 1h) %mpP (90 km ) _• E0 msh lieu nvn; Soo 440 _C_ 000 700 sa•-c 000 1000 1100 1200 Major- Road Volume - One Direction (vph) 0 A peak hour 0 P peak hour Jump Creek Subdivision ACHD Left -Turn Lone Guldellnes for Two -Lane Road, 50 mph 2015 (Phase 1) Site + Background Traffic 5% wt.. c of it 2n% is �a!( In MR ca Advancing Volume Left -Turn Volume Opposing Volume ACHD Left -Turn No. Intersection Direction AM PM AM PM AM PM AM PM Warranted OBlack Cat Rd and NB 123 126 3% 11% 86 162 Required with Proposed Collector Jump Creek Subdivision OBlack Cat Rd and SB 86 162 15% 6% 123 126 Required with Proposed Collector Volterra Subdivision Black Cat Rd and Lett -Tu n Lane Not _ O anted NB 120 136 4% 12% 89 156 No No No Approach 1 Black Cat Rd and ¢A 3' O NB 118 146 3% 10% 102 159 No No No Approach 2 5% wt.. c of it 2n% is �a!( In MR ca Ci L fft Turn Lane 6GJ ArrAl e sW •ro 10 Lett -Tu n Lane Not _ WA anted Iw 4 ¢A 3' 3 0 1a0 200 30C 4W aW 0.b 730 Advancing Volume (vph) OAM peak hour ®PM peak hour Jump Creek Subdivision ACHD Right -Turn Lane Guidelinesfor Two -Lane Roadway 2018 (Phase 21 Site +Backeround Traffic 4c 121. LP - nlor-Roo .speed Major -Road Posted Right -Turn Volume Volume -One ACHD Right -Turn Speed (vph) Direction (vph) Warrant Check AM I PM AM I PM AM IPM No. Intersection Direction (mph) Warranted Cat Rd and OBlack NB 50 Required with Volterra Subdivision in 2015 (Phase 1) Proposed Collector Add RiOhr-Tnr, Black Cat Rd and Lane 0 SB 50 7 23 237 387 No No No Proposed Collector 1h) 55 mpl- Black Cat Rd and (90 kn,lt 3 SB 50 8 30 242 365 No No No Approach 1 2 Black Cat Rd and O SB 50 7 23 289 372 No No No Approach 2 4c 121. LP - 2Da Sao 910 _-- coo 7DD eol Dao Icco Major- Road Volume - One Direction (vph) OAM peak hour O PM peak hour 11DD 12•CD nlor-Roo .speed 40 mph 130 knvfh) 45 mph (70 km+h Add RiOhr-Tnr, Lane 50 rn h (80 kn 1h) 55 mpl- (90 kn,lt 3 2 2Da Sao 910 _-- coo 7DD eol Dao Icco Major- Road Volume - One Direction (vph) OAM peak hour O PM peak hour 11DD 12•CD Jump Creek Subdivision ACHD Left -Turn Lane Guidelines for Two -Lane Road, 50 mph 2018 (Phase 21 Site + Backeround Traffic aca zcv zc� Ca Lmae Not Turn Lane ee] Sc] 6_e Advancing Volume (vph) (DAM peak hour OPM peak hour Advancing Volume Left -Turn Volume I Opposing Volume ACHD Left -Turn No. Intersection Direction AM PM AM PM AM PM AM I PM Warranted OBlack Cat Rd and NB 284 285 I 5% 16% 237 387 Required with Proposed Collector Jump Creek Subdivision Cat Rd and Required with OBlack SB 237 387 22% 10% 284 285 Proposed Collector Volterra Subdivision Black Cat Rd and O NB 274 323 7% 17% 242 365 No Yes Yes Approach 1 Black Cat Rd and O NB 268 363 5% 15% 289 372 No Yes Yes Approach 2 aca zcv zc� Ca Lmae Not Turn Lane ee] Sc] 6_e Advancing Volume (vph) (DAM peak hour OPM peak hour TRAFFIC IMPACT STUDY LUMP CREEK SUBDIVISION MERIDIAN, IDAHO Appendix H: Analysis Reports - 2018 (Phase 2) Background Traffic SIX MILE ENGINEERING, PA .TUNE 26, 2014 PAGE H HCM 2010 Signalized Intersection Summary 2018 (Phase 2) Background 1: Black Cat Road & Chinden Blvd AM Peak Grp Volume(v), veh/n 7 501 741 110 278 421 101 0 180 0 0 0 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBL SBR Lane Configurations 4 }i, 23.3 4.2 }p 9.5 3.6 t, 7.6 r, p 0.0 Volume(vehm) 6 1020 98 99 626 3 91 4 158 0 0 0 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(ApbT) 1.00 0.79 1.00 1.00 0.42 1.00 1.00 0.00 1.00 1.00 0.00 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 Adj Sat Flow, vehPoM 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, vehm 7 1133 109 110 696 3 101 4 176 0 0 0 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehm 127 1428 137 162 1642 7 370 5 234 103 280 0 Arrive On Green 0.07 0.51 0.51 0.09 0.53 0.53 0.15 0.15 0.15 0.00 0.00 0.00 Sat Flow, value 1774 2778 267 1774 3077 13 1774 35 1553 1199 1863 0 Grp Volume(v), veh/n 7 501 741 110 278 421 101 0 180 0 0 0 Grp Sal Flow(s),vehmM 1774 1229 1816 1774 1229 1860 1774 0 1589 1199 1863 0 Q Sewe(g s), s 0.3 23.3 23.3 4.2 9.5 9.5 3.6 0.0 7.6 0.0 0.0 0.0 Cycle Q Clear(g c), s 0.3 23.3 23.3 4.2 9.5 9.5 3.6 0.0 7.6 0.0 0.0 0.0 Prop In Lane 1.00 0.15 1.00 0.01 1.00 0.98 1.00 0.00 Lane Grp Capin), vehth 127 632 934 162 656 993 370 0 239 103 280 0 V/C Ratio(X) 0.05 0.79 0.79 0.68 0.42 0.42 0.27 0.00 075 0.00 0.00 0.00 Avail Cap(c_a), veh/h 382 1606 2371 382 1606 2430 791 0 616 388 722 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(/) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 Undone Delay (d), sNeh 30.1 13.9 13.9 30.7 9.8 9.8 267 0.0 28.4 0.0 00 0.0 Incr Delay (Q). s/veh 0.2 2.3 1.6 4.9 0.4 0.3 0.4 0.0 4.7 0.0 0.0 0.0 Initial Q Delay(d3),stveh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %rte Back01Q(95%),vehM 0.2 12.9 17.6 4.1 5.8 6.5 3.2 0.0 6.5 0.0 0.0 0.0 LnGrp Delay(d),s/veh 30.3 16.2 15.5 35.6 10.2 10.1 27.1 0.0 33.1 0.0 0.0 0.0 LnGrp LOS C B B D B B C C Approach Vol, vehm 1249 809 281 0 Approach Delay, sNeh 15.8 13.6 30.9 0.0 Approach LOS B B C rimer - 1 2 - 3 4 5 6 7 8-- - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 43.2 15.5 12.4 41.8 15.5 Change Period (Y+Rc), s 6.0 6,0 5.0 6.0 6.0 5.0 Max Green Setting (Gmax), s 15.0 91.0 27.0 15.0 91.0 27.0 Max Q Clear Time (g c+IH,s 2.3 11.5 9.6 6.2 25.3 0.0 Green Ext Time (p c), s 0.0 10.5 0.9 0.2 10.5 0.0 Intersection Summary , HCM 2010 Ctrl Delay 16.9 HCM 2010 LOS B Six Mile Engineering, PA Jump Creek Subdivision 6/24/2014 Meridian, ID HCM 2010 AWSC 2018 (Phase 2) Background 2: Black Cat Road & McMillan Road AM Peak mieseawn Imlay, srven a,a Intersection LOS C movement EBU EBL EBT EBR WBU WBL WBT WBR NBU N81- NBT NBR $BU SBL SBT SBR Vol, vehm 0 99 160 92 0 84 126 48 0 41 81 164 0 66 79 59 Peak Hour Factor 0.92 0.90 0.90 0.90 0.92 0.90 0,90 0.90 0.92 0.90 0.90 0.90 0.92 0.90 0.90 0.90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flaw 0 110 178 102 0 93 140 53 0 46 90 182 0 73 88 fib Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Nproach 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 Conticling Approach Right NB SB W6 EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 22.1 16.8 17.5 15 HCM LOS C C G B (Mae NBW EBLo1 WBLnt SBtnl Vol Left, % 14% 28% 33% 32% Vol Thru,% 28% 46% 49% 39% Vol Right,% 57% 26% 19% 29% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 286 351 258 204 LT Vol 81 160 126 79 Through Vol 164 92 48 59 RT Vol 41 99 84 66 Lane Flow Rate 318 390 287 227 Geometry Grp 1 1 1 1 Degree of Util (X) 0.563 0.684 0.525 0.429 Departure Headway (Hd) 6.375 6.312 6.596 6.806 Convergence, YIN Yes Yes Yes Yes Cap 562 569 542 526 Service Time 4.464 4.395 4.689 4.904 HCM Lane V/C Ratio 0.566 0.685 0.53 0.432 HCM Control Delay 17.5 22.1 16.8 15 HCM Lane LOS C C C 8 HCM 95th4ile0 3.5 5,3 3 2.1 Six Mile Engineering, PA Jump Creek Subdivision 6124/2014 Meridian, ID HCM 2010 AWSC 2018 (Phase 2) Background 3: Black Cat Road & Ustick Road AM Peak intersection WB EB SB NB Opposing Lanes 1 vm 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Leff 1 Intersection Delay, slveh 19.4 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 20.3 19.1 18.5 Intersection LOS C C C C C Lane Flow Rate 293 329 306 306 Geometry Grp 1 1 1 1 Degree of Ulll(X) miummenb EBU EBL EBT EBR WBU WEE WILL WHIR NBU NBL N8T NBR SBU SBL SOT SBR+- Vol, veh/h 0 41 198 57 0 36 191 48 0 32 180 52 0 88 166 21 Peak Hour Factor 0.92 0.90 0.90 0.90 0.92 0.90 0.90 0.90 0.92 0.90 0.90 0.90 0,92 0.90 0.90 0.90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvml Flow 0 46 220 63 0 40 212 53 0 36 200 58 0 98 184 23 Numberof Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Leff 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 20.3 19.1 18.5 19.7 HCM LOS C C C C NBLni EBLnl WBLoi SBLnt Vol Loh, % 12% 14% 13% 32% Vol Thar,% fib% 67% 69% 60% Vol Right,% 20% 19% 17% 8% Sign Gonbol Stop Slop Stop Slop Traffic Vol by Lane 264 296 275 275 LT Vol 180 198 191 166 Through Vol 52 57 48 21 RT Vol 32 41 36 88 Lane Flow Rate 293 329 306 306 Geometry Grp 1 1 1 1 Degree of Ulll(X) 0.562 0.62 0.582 0.591 Departure Headway (Hd) 6.894 6.783 6.855 6.96 Convergence, YIN Yes Yes Yes Yes Cap 522 533 526 516 Service Time 4.952 4.838 4.91 5.017 HCM Lane V/C Ratio 0.561 0.617 0.582 0.593 HCM Control Delay 18.5 20.3 19.1 19.7 HCM Lane LOS c C C C HCM 95th -tile Q 3.4 4.2 3.7 3.8 Sm Mile Engineering, PA Jump Creek Subdivision 6/24/2014 Meridian, ID HCM 2010 Signalized Intersection Summary 2019 (Phase 2) Background -Mitigation 3: Black Cat Road & Ustick Road AM Peak Approach Vol, veh/n -1 -. --* 4, ' - - t Approach Delay, s1veh 1 ✓ Movement EBL EBT EBR WBL WBT WBft NBL NBT NBR SBL SLIT SBR Lane Configurations 4 U 2 i U 5 i A 8 R H 2 Volume(vehlh) 41 198 57 36 191 48 32 180 52 88 166 21 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial total, veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A-rbT) 1.00 9.0 1.00 1.00 2.1 1.00 1.00 0,1 1.00 1.00 1.7 1.00 Parking Bus, Adj 1.00 1.00 1.00 tA0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehrhM 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, vehrn 46 220 63 40 212 53 36 200 58 98 184 23 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 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 Ven, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, velVh 83 312 89 75 316 79 69 283 82 130 387 48 Arrive On Green 0.05 0.22 0.22 0.04 0.22 0.22 0.04 0.20 0.20 0.07 0.24 0.24 Sat Flow, vehni 1774 1393 399 1774 1439 360 1774 1389 403 1774 1624 203 Grp Volume(v), veh41 46 0 283 40 0 265 36 0 258 98 0 207 Grp Sat Flow(s),vehlMn 1774 0 1792 1774 0 1799 1774 0 1792 1774 0 1827 O Serveg; s), s 1.3 0.0 7.6 1.2 0.0 7.1 1.0 0.0 7.0 2.8 0.0 5.1 Cycle 0 Cleagg_c), s 1.3 0.0 7.6 1.2 0.0 7.1 1.0 0.0 7.0 2.8 0.0 5.1 Prop In Lane 1,00 0.22 1.00 0.20 1.00 0.22 1.00 0.11 Lane Grp Cap(c), vehm 83 0 402 75 0 395 69 0 365 130 0 436 V/C Ralil 0.56 0.00 0.70 0.54 OA0 0.67 0.52 0.00 0.71 0.75 0.00 0.48 Avail Cap(c_a), veMh 574 0 1636 574 0 1643 574 0 1397 675 0 1529 HCM Platoon Ratio 1.00 1.00 1.00 Loo 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(p 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.0) 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.5 0.0 18.8 24.7 0.0 18.8 24.8 0.0 19.5 23.9 0.0 17.2 Incr Delay IQ), s/veh 5.8 0.0 2.3 5.9 0.0 2.0 6.0 0.0 2.5 8.5 0.0 0.8 Initial O 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 BackOfO(95%),vehAn 1.4 0.0 7.2 1.2 0.0 6.8 1.1 0.0 6.7 3.1 0.0 4.8 LnGrp Delay(d),s/veh 30,3 0.0 21.1 30.5 0.0 20.7 30.8 0.0 22.0 32.4 0.0 18.0 Approach Vol, veh/n 329 305 294 305 Approach Delay, s1veh 22.4 22.0 23.0 22.6 Approach LOS C C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.4 175 8.0 18.5 8.2 17.8 9.9 16.7 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 17.0 48.0 17.0 44.0 17.0 48.0 20.0 41.0 Max 0 Clear Time In c+11), s 3.3 9.1 3.0 7.1 3.2 9.6 4.8 9.0 Green Ext Time (in c) s 0.1 2.1 0.0 1.7 0,1 2.1 0.2 1.7 Intersection Summary HCM 2010 Ctrl Delay 22.5 HCM 2010 LOS C Six Mlle Engineering, PA Jump Croak Subdivision 6/24/2014 Meridian, ID Blackcat 200 2% Blackcat MOVEMENT SUMMARY Blackcat Road and Ustick Road 2018AM Background Roundabout Site: 2018 AM BG - Blackcat and Ustick 3 L 36 2.0 0.300 6.8 LOS A 1.3 33.7 0.50 0.90 30.0 8 T 200 2.0 0.300 6.8 LOS A 1.3 33.7 0.50 0.69 33.4 18 R 58 2.0 0.300 6.8 LOS A 1.3 _ _ _33.7 0.50 0.73 33.0 Approach 293 2.0 0.300 6.8 LOS A 1.3 33.7 0.50 0.73 32.8 East: Ustick 1 L 40 2.0 0.290 6.3 LOS A 1.3 33.2 0A4 0.87 28.7 6 T 212 2.0 0.290 6.3 LOS A 1.3 333 0.44 0.61 31.9 16 R 53 2.0 0.290_ _ 6.3 LOS _ 1.3 33.2 0.44 0.66 31.5 Approach 306 2.0 0.290 6.3 LOS A 1.3 33.2 0.44 0.66 31.4 North: Blackcat 7 L 98 2.0 0.292 6.3 LOS A 1.3 33.4 0.45 0.85 30.2 4 T 184 2.0 0.292 6.3 LOS A 1.3 33.4 0.45 0.64 33.6 14 R 23 2.0 0.292 6.3 LOS A 1.3 33.4 0.45 0.68 33.2 Approach 306 2.0 0.292 6.3 LOS A 1.3 33.4 0.45 0.71 32.3 West: Ustick 5 L 46 2.0 0.325 6.9 LOS A 1.5 37.8 0.48 0.88 28.4 2 T 220 2.0 0,325 6.9 LOS A 1.5 37.8 0.48 0.65 31.5 12 R 63 2.0_ 0.325 6.9 _ LOS A 1.5 37.8 0.48 0.70 31.1 Approach 329 2.0 0.325 6.9 LOS A 1.5 37.8 0.48 0.69 30.9 All Vehicles 1233 2.0 0.325 6.6 LOS A 1.5 37.8 0.47 0.69 31.8 Level of Service (LOS) Method: Delay & v/c (HCM 2010). Roundabout LOS Method: Same as Sign Control, Vehicle movement LOS values are based on average delay and We 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 2010). Roundabout Capacity Model: US HCM 2010. HCM Delay Model used. Geometric Delay not included. Processed: Tuesday, June 24, 201410:37:39 AM Copyright ©2000-2011 Akcelik and Associates Ply Ltd SI D R A - SIDRAINTERSECTION 5.1.13.2093 w .sidrasolulions.com INTERSECTION Project: X:\projects\771304\TrafC\SIDRA\Blackcat-Ustick\Blackcat and Uslick.sip 8000552, SIX MILE ENGINEERING PA, SINGLE HCM 2010 Signalized Intersection Summary 2018 (Phase 2) Background 1: Black Cat Road & Chinden Blvd PM Peak , 'r-- 4- 4% t r 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SEL SBT SBR Lane Configurations `i }U 53.8 13.3 ?A 36.8 1 A 6.0 6.0 L 6.0 Volume(veh1h) 0 824 107 222 1051 0 100 2 125 5 3 4 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial 0(01h), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(AybT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Ac] 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehAilln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rale, vehrh 0 B41 109 227 1072 0 102 2 128 5 3 4 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor B9B 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 098 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,vehM 3 1233 160 289 1751 0 276 3 194 165 90 120 Arrive On Green 0.00 0.46 0.46 0.16 0.71 0,00 0.12 0.12 0.12 0,12 0.12 0.12 Sat Flow, vehlb 1774 2683 348 1774 3092 0 1403 24 1563 1255 725 967 Grp Volume(v), vehm 0 385 565 227 1072 0 102 0 130 5 0 7 Grp Sat Flow(s),vehlhAn 1774 1229 1601 1774 1229 0 1403 0 1587 1255 0 1692 O Servagi s),a 0.0 16.6 16.6 8.2 14.9 0.0 4.6 0.0 5.2 0.3 0.0 0.2 Cycle Q Cleagg c), s 0.0 16.6 16.6 8.2 14.9 0.0 4.9 0.0 5.2 5.5 0.0 0.2 Prop In Lane 1.00 0.19 1.00 0.00 1.00 0.98 1.00 0.57 Lane Grp Cap(c), vehlh 3 565 828 289 1751 0 276 0 197 165 0 210 VAG Ratlo(y) 0.00 0.68 0.68 0.78 0.61 0.00 0.37 0.00 0.66 0.03 0.00 0.03 Avail Cap(c_a), vehih 397 1393 2041 793 3335 0 667 0 639 514 0 681 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 TOD upstream Filter([) 0.00 1.00 1.00 1,00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 1.W balloon Delay (d), sNeh 0.0 14.3 14.3 26.9 4.9 0.0 28.0 0.0 28.0 30.7 0.0 25.9 Incr Delay(d2), sNeh 0.0 1.5 1.0 4.7 0.3 0.0 0.8 0.0 3.8 0.1 0.0 0.1 Initial Q Delay(d3),sNeh 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 BxkOfQ(95%),vehAn 0.0 9.7 13.1 7.9 8.7 0.0 3.3 0.0 4.5 0.2 0.0 0.2 LnGrp Delay(d),stveh 0.0 15.7 15.3 31.6 5.3 0.0 28.8 0,0 31.8 30.7 0.0 25.9 Approach Vol, vehar 950 1299 232 12 Approach Delay, sNeh 15.5 9.9 30.5 27.9 Approach LOS B A C C Timer 1 2 3 4 5 6 7 8 .) Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc),a 0.0 53.8 13.3 16.9 36.8 13.3 Change Period (Y+Rc), s 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Setting (Gmm), s 15.0 91.0 27.0 30.0 76.0 27.0 Max O Clear Time (9 c+11),s 0.0 16.9 7.2 10.2 18.6 7.5 Green Ext Tara (p c), s 0.0 125 0.8 0.7 12.3 0.8 Intersection Summary HCM 2010 Cid Delay 14.0 HCM 2010 LOS B Six Mlle Engineering, PA Jump Creek Subdivision 624)2014 Meridian, ID HCM 2010 AWSC 2018 (Phase 2) Background 2: Black Cat Road & McMillan Road PM Peak intersection WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 Intersection Delay, s/veh 21.4 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 18.8 26 19.2 Intersection LOS C C D C C Lane Flow Rate 289 286 385 314 Geometry Grp 1 1 1 1 Degree of Utll (X) Movement EBU EBL EBT EBR WBU WBL WHIT WBR NBU NBT NBT NBR SBU SBL SBT SBR Vol, vehth 0 76 134 67 0 87 217 69 0 101 106 73 0 74 104 127 Peak Hour Factor 0.92 8,97 0.97 0.97 0.92 0.97 0.97 097 0.92 0.97 0.97 0.97 0.92 0.97 0,97 0.97 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 78 138 69 0 90 224 71 0 104 109 75 0 76 107 131 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 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 18.8 26 19.2 20.1 HCM LOS C D C C NBLn1 EW -n1 W8Lnl SBLn1 Vol Left, % 36% 27% 23% 24% Vol Than,% 38% 48% 58% 34% Vol Right, % 26% 24% 18% 42% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 280 277 373 305 LT Vol 106 134 217 104 Through Vol 73 67 69 127 RT Vol 101 76 87 74 Lane Flow Rate 289 286 385 314 Geometry Grp 1 1 1 1 Degree of Utll (X) 0.569 0.559 0.727 0.604 Departure Headway (Hd) 7.096 7.051 6.805 6.916 Convergence, YIN Yes Yes Yes Yes Cap 508 511 531 519 Service Time 5.165 5.121 4.866 4,982 HCM Lane VIC Ratio 0.569 0.56 0.725 0.605 HCM Control Delay 19.2 18.8 26 20.1 HCM Lane LOS C C D C HCM 95th -tile O 3.5 3.4 6 4 Su Mile Engineering, PA Jump Creek Subdivision 624/2014 Meridian, ID HCM 2010 AWSC 2018 (Phase 2) Background 3: Black Cat Road & Ustick Road PM Peak Intersection WB E8 SB NB -- Opposing Lanes 1 1 1 Intersection Delay, sNeh 66.1 SB NB EB WB Conflicting Lanes Lett 1 1 1 1 Intersection LOS F SB WE EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay movement EBU EBL EBT EOR WBU WBL WBT WBR NBU NBL NBT NBR SBU. SBL SBT SBR Vol, veh/n 0 26 231 49 0 55 290 100 0 79 206 76 0 80 211 40 Peak Hour Factor 0.92 0.91 0.91 0.91 0.92 0.91 0.91 0.91 0.92 0.91 0.91 0.91 0.92 0.91 0.91 0.91 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 29 254 54 0 60 319 110 0 87 226 84 0 88 232 44 Number of lanes 0 0 1 0 0 0 1 0. 0 0 1 0 0 0 1 0 S& Mile Engineering, PA Jump Creek Subdivision 624/2014 Meridian, In WB E8 SB NB Opposing Approach Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Lett 1 1 1 1 Conflicting Approach Right N8 SB WE EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 49.8 76,3 72.8 60 HCM LOS E F F F Lane NBLn1 E810 WBLnl SEW Vol Left, % 22% 8% 12% 24% Vol Thru, % 57% 75% 65% 64% Vol Right, % 21% 16% 22°7. 12% Sign Coal Stop Stop Slop Stop Tfaf(C Vol by Lane 361 306 445 331 LTV01 206 231 290 211 Through Vol 76 49 100 40 RT Vol 79 26 55 80 Lane Flow Rate 397 336 489 364 GeometryGrp 1 1 1 1 Degree of UIti (X) 0.988 0.867 1 0.927 Departure Headway(Hd) 8.97 9.284 9.051 9.175 Convergence, YIN Yes Yes Yes Yes Cap 405 390 401 396 Service Time 7.034 7.351 7.148 7.24 HCM Lane VIC Ratio 0.98 0.862 1.219 0.919 HCM Control Delay 72.8 49.8 76.3 60 HCM Lane LOS F E F F HCM 95th-file0 11.9 8.4 12.1 10 S& Mile Engineering, PA Jump Creek Subdivision 624/2014 Meridian, In HCM 2010 Signalized Intersection Summary 2018 (Phase 2) Background -Mitigation 3: Black Cat Road & Ustick Road PM Peak Movement EBL ENT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations `5 1. 4 A h t� 4 t. Volume(vehlh) 26 231 49 55 290 100 79 206 76 80 211 40 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q lob), van 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A.ybT) 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, vehmM 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, vehN 29 254 54 60 319 110 87 226 84 88 232 44 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehlh 56 419 89 91 398 137 114 296 110 115 349 66 Arrive On Green 0.03 0.28 0.28 0.05 0.30 0.30 0.06 0.23 0.23 0.07 0.23 0.23 Sat Flow, veh/h 1774 1490 317 1774 1325 457 1774 1296 482 1774 1523 289 Grp Volume(v), vehrh 29 0 308 60 0 429 87 0 310 88 0 276 Grp Sat Flow(s),vehm4n 1774 0 1807 1774 0 1782 1774 0 1778 1774 0 1812 Q Smve(g_s), s 1.0 0.0 9.5 2.1 0.0 14.2 3.1 0.0 10.4 3.1 0.0 8.9 Cycle Q Clear(g c), s 1.0 0.0 9.5 2.1 0.0 14.2 3.1 0.0 10.4 3.1 0.0 8.9 Prop In Lane 1.00 0.18 1.00 0.26 1.00 0.27 1.00 0.16 Lane Grp Carts), velar 56 0 508 91 0 536 114 0 406 115 0 415 V/C RatioDg 0.52 0.00 0.61 0.66 0.00 0.80 0.76 000 0.76 0.76 0.00 0.67 Avail Casale a), vehlh 415 0 1382 637 0 1585 415 0 1082 415 0 1103 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 Filler(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 (it), slveh 306 0.0 20.0 29.9 0.0 20.6 29.5 0.0 23,1 29.5 0.0 22.5 [nor Delay (d2), slveh 7.3 0.0 1.2 7.9 0.0 2.8 10.0 0.0 3.0 9.9 0.0 1.6 Initial Q Delay(d3),sNeh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %its BackOfQ(950A),Veh4n 1.1 0.0 8.5 2.2 0.0 11.8 3.3 0.0 9.2 3.3 0.0 8.2 LnGrp Delay(d),slveh 37.8 0.0 21.1 37.8 0.0 23.5 39.5 0.0 26.1 39.4 0.0 24.3 LnGrp LOS D C D C D C D C Approach Vol, vehm 337 489 397 364 Approach Delay, sIveh 22.6 25.2 29.1 27.9 Approach LOS C C C C Timer 1 2 3 4 5 6 7 '8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G.Y.Rc), s 8.0 25.3 10,1 20.7 9.3 24.0 10.2 20.6 Change Period (Y+Rc), s 6.0 6.0 6b 6.0 6.0 6.0 6.0 6.0 Max Green Selling (Gmax), s 15.0 57.0 15.0 39.0 23.0 49.0 15.0 39.0 MaxQClear Time(g cHI),s 3.0 16.2 5.1 10.9 4.1 11.5 5.1 12.4 Green Ext Time Bo c), s 0.0 3.1 0.1 2.2 0.1 3.1 0.1 22 Intersection Summary _ HCM 2010 Ctrl Delay 26.2 HCM 2010 LOS C Six Mile Engineering, PA Jump Creek Subdivision 6124/2014 Meridian, ID C Blackcat Blackcat N v MOVEMENT SUMMARY Blackest Road and Ustick Road 2018 PM Background Roundabout Site: 2018 PM BG - Blackcat and Ustick 3 L 88 2.0 0.415 8.4 LOS A 2.0 51.6 0.56 0.90 29.1 8 T 229 2.0 0.415 8.4 LOS A 2.0 51.6 0,56 0.73 32.1 18 R 84 2.0 0.415 8.4 LOS A 2.0 _ _ 51.6 0.56 _ 0.77 31.7 Approach 401 2.0 0.415 8.4 LOS A 2.0 51.6 0.56 0.78 31.3 East: Ustick 1 L 61 2.0 0.498 9.7 LOS 2.9 73.1 0.59 0.92 27.1 6 T 322 2.0 0.498 9.7 LOS A 2.9 73.1 0.59 0.73 29.6 16 R _ 111 2.0 0.498 9.7 LOS A 2.9 73.1 _ _ 0.59 0.77 29.3 Approach 494 2.0 0.498 9.7 LOS A 2.9 73.1 0.59 0.77 29.2 North: Blackest 7 L 89 2.0 0.415 9.0 LOS A 2.0 51.6 0.60 0.96 28.9 4 T 234 2.0 0.415 9.0 LOS A 2.0 51.6 0.60 0.80 31.7 14 R 44 2.0 0.415 9.0 LOS A 2.0 51.6 0.60 0.83 31.4 Approach 368 2.0 0.415 9.0 LOS A 2.0 51.6 0.60 0.84 30.9 West: Ustick 5 L 29 2.0 0.355 7.6 LOS A 1.6 41.5 0.53 0.92 28.1 2 T 257 2.0 0.355 7.6 LOS A 1.6 41.5 0,53 0.70 31.0 12 _ _ R 54 2.0 0.355 7.6 LOS A 1.6 41.5 0.53_ _ 0.74 30.7 Approach 340 2.0 0.355 7.6 LOS A 1.6 41.5 0.53 0.73 30.7 All Vehicles 1603 2.0 0.498 8.8 LOS A 2.9 73.1 0.57 0.78 30.4 Level of Service (LOS) Method: Delay & v/c (HCM 2010). 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 2010). Roundabout Capacity Model: US HCM 2010. HCM Delay Model used. Geometric Delay not included. Processed: Tuesday, June 24, 201410:45:15 AM Copyright © 2000-2011 Akcelik and Associates Pty Ltd S I D R A SIDRA INTERSECTION 5.1.13.2093 www.sidrasolutions.com INTERSECTION Project: X:\projects\771304\Traf cXSIDRA\Blackcat-Ustick\Blackcat and Ustick.sip 8000552, SIX MILE ENGINEERING PA, SINGLE JUMP CREEK SUBDIVISION TRAFFIC IMPACT STUDY MERIDIAN, IDAHO Appendix I: Analysis Reports - 2018 (Phase 2) Site Plus Background Traffic ® SIX MILE ENGINEERING, PA .JUNE 26, 2014 PAGE I HCM 2010 Signalized Intersection Summary 2018 (Phase 2) Site+Background 1: Black Cat Road & Chinden Blvd AM Peak Grp Sal Flow(s),veh/hdn 1774 1229 1814 r~ 1229 4--N 1774 t o `- 1 -' Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SHE SBT SBR Lane Configurations F tt+ 26.1 i tfi 10.3 5 A 10.2 `f 1• 0.0 Volume(veh/h) 6 1020 101 112 626 3 102 4 195 0 0 0 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A-rbT) 1.00 1452 1.00 1.00 1468 1A0 1,00 0 1.00 1.00 660 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 Adj Sat Row, vehAwn 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Aril Flow Rate, vehm 7 1133 112 124 696 3 113 4 217 0 0 0 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehm 116 1402 138 172 1653 7 403 5 271 94 324 0 Arrive On Green 0.07 0.51 0.51 0.10 0.54 0.54 0.17 0.17 0.17 0.00 0.00 0.00 Sat Flow, vehm 1774 2770 274 1774 3077 13 1774 29 1559 1155 1863 0 Grp Sal Flow(s),veh/hdn 1774 1229 1814 1774 1229 1860 1774 0. 1588 1155 1863 0 Q Serve(g s), s 0.3 26.0 26.1 5.2 10.3 10.3 4.3 0.0 10.2 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.3 26.0 26.1 5.2 10.3 10.3 4.3 0.0 10.2 0.0 0.0 0.0 Prop In Lane 1.00 18.3 0.15 1.00 6.0 0.01 1.00 6.0 0.98 1.00 15.0 0.00 Lane Grp Cask), vehm 116 622 918 172 661 1000 403 0 276 94 324 0 V/C Rado(X) 0.06 0.81 0.81 0.72 0.42 0.42 0.28 0.00 0.80 0.00 0.00 0.00 Avail Cap(c_a), veh41 349 1452 2142 372 1468 2221 723 0 562 303 660 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 1.01) Upstream Filler(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 33.4 15.7 15.7 33.4 10.5 10.5 27.8 0.0 30.2 0.0 0.0 0.0 Incr Delay (d2), sNeh 0.2 2.5 1.8 5.6 0.4 0.3 0.4 0.0 5.3 0.0 0.0 0.0 Initial Q De1ay(d3),s1vm 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(950/o),vehM 0.3 14.2 19,5 5.1 6.4 9.1 3.9 0.0 8.5 0.0 0.0 0.0 LnGre Delav(dls/veh 33.6 18.3 17.5 39.0 11.0 10.8 28.2 0.0 35.5 0.0 0.0 0.0 Approach Vol, veh7n 1252 823 334 0 Approach Delay, s/veh 17.9 15.1 33.0 0.0 Approach LOS B B C Timer 1 2 3 4 5 6 7 8 _ Assigned Phs 1 2 4 5 6 8 Phs Duration (GtY+RC), s 11.0 47.0 18.3 13.4 44.6 18.3 Change Period (Y+Rc),s 6.0 6.0 5.0 6.0 6.0 50 Max Green Setting (Grew), s 15.0 91.0 27.0 16.0 90.0 27.0 Max O Clear Time ds c411),a 2.3 12.3 12.2 7.2 28.1 0.0 Green Ext Time (p c), s 00 10.6 1.1 0.2 10.5 0,0 Intersection Summary HCM 2010 Clrl Delay 19.0 HCM 2010 LOS B Six Mile Engineering, PA Jump Creek Subdivision 6/2412014 Meridian, ID HCM 2010 AWSC 2018 (Phase 2) Site+Background 2: Black Cat Road & McMillan Road AM Peak Intersection Delay, s/veh 29.7 Intersection LOS D Movement_ ESU EBL EBT EBR WBU WBL WBT WEIR NBU NBL NBT NBR SBU S8L SBT SBR Vol, vehrh 0 102 160 92 0 84 126 55 0 41 104 164 0 89 148 70 Peak Hour Factor 0.92 0.90 0.90 0.90 0.92 0.90 0.90 0.90 0.92 0.90 0,90 0.90 0,92 0,90 0.90 0.90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 What Flow 0 113 178 102 0 93 140 61 0 46 116 182 0 99 164 78 Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 approach EB We N8 SB Opposing Approach WB EB S8 NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Leg 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 36.5 24.2 27.4 28.9 HCM LOS E C D D Ugh NBLnt LAW WBLnt SBW Vol Left, % 13% 29% 32% 29% Vol Thru,% 34% 45% 48% 48% Vol Right, % 53% 26% 21% 23% Sign Control Stop Slop Stop Stop Traffic Vol by Lane 309 354 265 307 LTV01 104 160 126 148 Through Vol 164 92 55 70 RT Vol 41 102 84 89 Lane Flow Rale 343 393 294 341 Geometry Grp 1 1 1 1 Degree of Util(X) 0.715 0.819 0.643 0.728 Departure Headway (Hd) 7.494 7.492 7.865 7.688 Convergence, Y/N Yes Yes Yes Yes Cap 481 484 456 467 Service Time 5.573 5.563 5.947 5.768 HCM Lane VIC Ratio 0.713 0.812 0.645 0.73 HCM Control Delay 27.4 36.5 24.2 28.9 HCM Lane LOS D E C D HCM 95th -tile 0 5.6 7.9 4.4 5.9 Six Mile Engineering, PA Jump Creek Subdivision 612412014 Meridian, ID HCM 2010 Signalized Intersection Summary 2018 (Phase 2) Site+Background 3: Black Cat Road & Ustick Road AM Peak � , � ". � k t r `► 1 Movement EBL EBT EBR WBL WBT WBR NOL - NV NW_ W SET SBR Lane Configurations S A i H 1 1. 9 A Volume (veh(h) 44 198 57 36 191 58 32 190 52 118 196 30 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial 0(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A-pbT) 1.00 46.0 1.00 1.00 23.0 1.00 1.00 3.5 1.00 1.00 8.6 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 Adj Sat Flow, vehAiAn 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, vehlh 49 220 63 40 212 64 36 211 58 131 218 33 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 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,% 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vahfn 84 311 89 73 299 90 68 294 81 175 426 65 Arrive On Green 0.05 0.22 0.22 0.04 0.22 0.22 0.04 0.21 0.21 0.10 0.27 0.27 Sat Flow, veloh 1774 1393 399 1774 1375 415 1774 1408 387 1774 1581 239 Grp Volume(v), vehm 49 0 283 40 0 276 36 0 269 131 0 251 Grp Sat Flow(s),vehrhAn 1774 0 1792 1774 0 1790 1774 0 1794 1774 0 1821 Q Serve(g s),a 1.5 0,0 8.2 1.2 0.0 8.0 1.1 0.0 7.8 4.0 0.0 6.6 Cycle Q Cleaditc, s 1.5 0.0 8.2 1.2 0.0 8.0 1.1 0.0 7.8 4.0 0.0 6.6 Prop In Lane 1.00 0.22 1.00 0.23 1.00 0.22 1.00 0.13 Lane Grp Cap(c), velJn 84 0 401 73 0 389 68 0 375 175 0 491 V/C RaGo(X) 0.58 0.00 0.71 0.55 0.00 0.71 0.53 0.00 0.72 0.75 0.00 0.51 Avail Cap(c_ak vehm 537 0 1468 537 0 1466 537 0. 1278 726 0 1491 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 Filtegp 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 26.2 0.0 20.1 26.4 0.0 20.3 26.5 0.0 20.7 24.6 0.0 17.4 Incr Delay (d2), shah 6.2 0.0 2.3 6.2 0.0 2.4 6.3 0.0 2.6 6.2 0.0 0.8 Initial Q Delay(d3),sNeh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 We BackOfQ(9504),vehnn 1.6 0.0 7.7 1.3 0.0 7.5 1.2 0.0 7.5 4.4 0.0 6.1 LnGrP Delay(d),siveh 32.4 0.0 22.4 32.6 0.0 22.8 32.8 0.0 23.2 30.8 0.0 18.2 Approach Vol, vehfn 332 316 305 382 Approach Delay, shveh 23.9 24.0 24.4 22.5 Approach LOS C C C C Assigned Pus 1 2 3 4 5 6 7 8 Phis Duration (G*Y+Rc), s 8.7 18.2 8.1 21.1 8.3 18.6 11.6 17.7 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 17.0 46.0 17.0 46.0 17.0 46.0 23.0 40.0 Max Q Clear Time(g c+11),s 3.5 10.0 3.1 8.6 3.2 10.2 6.0 9.8 Green Ext Time (p_id, s 0.1 2,2 0.0 1.9 0.1 2.2 03 1.9 HCM 2010 CIO Delay 23.6 HCM 2010 LOS C Su Mile Engineering, PA Jump Creek Subdivision 624/2014 Matter, ID Lanes, Volumes, Timings 2018 (Phase 2) Site+Background 4: Black Cat Road & Proposed Collector AM Peak J - ♦ ! - 4 - Lane Group EBL EST EBR WBL WILL WOR NBL NBT NBR SBL SBT SBR Lane l.unngWavuns q. .1 P l T r l n Volume(vph) 20 0 43 20 0 36 14 245 25 51 179 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 100 0 100 100 100 0 Storage Lanes 0 0 1 0 1 1 1 0 Taper Length (it) 25 25 25 25 Lane Uhl. 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 Fd 0.907 0.850 0.850 0.994 FII Protected 0,985 0.950 0.950 0.950 Said. Flow(prot) 0 1664 0 1770 1583 0 1770 1863 1583 1770 1852 0 Flt Permitted 0.985 0.950 0.950 0.950 Said. Flow (perm) 0 1664 0 1770 1583 0 1770 1863 1583 1770 1852 0 Link Speed (mph) 30 30 50 50 Link Disputes (f) 2869 3011 1088 2460 Travel Time (s) 65.2 68.4 14.8 33.5 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 Ad. Flow(vph) 22 0 48 22 0 40 16 272 28 57 199 8 Shared Lane Tragic (%) Lane Group Flow (vph) 0 70 0 22 40 0 16 272 28 57 207 0 Enter Blocked Intersection No No No No No No No No. No No No No Lane Alignment Left Leff Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 tA0 190 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Stop Stop Free Free Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 36.6% ICU Level of Service A Analysis Period (min) 16 Su Mile Engineering, PA Jump Creek Subdivision 6/24/2014 Meridian, ID HCM 2010 TWSC 2018 (Phase 2) Site+Background 4: Black Cat Road & Proposed Collector AM Peak Movement EBL EBT ESR OL WBT WHIR NBL NET NBR 581 SBT SBR Vol, vehih 20 0 43 20 0 36 14 245 25 51 179 7 Conflicting Peds, Pdhr 0 0 0 0 0 0 0 0 0 0 0 0 Sgn Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - 100 - - 100 - 100 100 - - VehlnMedianStorage,N - 0 - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 22 0 48 22 0 40 16 272 28 57 199 8 MalorlMlnor Mlnor2 Minors Malorl Conflicting Flaw All 639 619 203 643 623 272 207 0 0 272 0 0 Stage 316 316 - 303 303 - - - - - - - Stage 2 323 303 - 340 320 - - - - - - Critical Hasty 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy SW 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Lowy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218. - Pot Cap -1 Maneuver 389 404 838 386 402 767 1364 - - 1291 - - Stagel 695 655 - 706 664 - - - - - - - Stage 2 689 664 - 675 652 - - - - - - - Platoon blocked, % - - - - MovCap-1 Maneuver 353 382 838 349 380 767 1364 - - 1291 - - MovCap 2Maneuver 353 382 - 349 380 - - - - - - - Stage1 687 626 - 698 656 - - - - - - - Stage 2 645 656 - 608 623 - - - - - - - Approach EB WE NB SB HCM Conhol Delay, s 12 12.1 0.4 1.7 HCM LOS B B Minor LanelMajor Ml NBL NBT HER EBI -n1 WBLn1 WBtn2 SBL SBT SBR '! Capacity pahm) 1364 - - 583 349 767 1291 - - HCM Lane VIC Ratio 0.011 - - 0.12 0.064 0.052 0.044 - - HCM Control Delay (s) 7.7 - - 12 16 10 7.9 - - HCM Lane LOS A - - 8 C B A - - HCM 95th%file 0(veh) 0 - - 0.4 0.2 0.2 0.1 - Six Mile Engineering, PA Jump Creek SubdNision 6/24/2014 Meddian, ID Lanes, Volumes, Timings 2018 (Phase 2) Site+Background 5: Black Cat Road & Acoroach 1 AM Peak -.4 4\ t 4 ✓ Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations M i f A Volume (vph) 28 55 16 256 234 8 Ideal Flow(vphpQ 1900 1900 1900 1900 1900 1900 Storage Length QQ 0 0 100 0 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane UNI. Factor 1.00 1.00 1.00 1.00 1,00 1.00 Fit 0.910 0.995 Flt Protected 0.983 0.950 Said. Flow(prol) 1666 0 1770 1863 1853 0 Flt Permitted 0.983 0.950 Said. Flow (perm) 1666 0 1770 1863 1853 0 Link Speed (mph) 25 50 50 Link Distance (0) 1429 926 1088 Travel Time (s) 39.0 12.6 14.8 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 31 61 20 284 260 9 Shared Lane Traffic (%) Lane Group Flow(vph) 92 0 20 284 269 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Widlh(fQ 12 12 12 Unk Offsehfi) 0 0 0 Crosswalk Widlh(g) 16 16 16 Two way Left Tum Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Slop Free Free Intersection Summary { Area Type: Other Control Type: Unsignalized Intersection Capacity Wilizagon 26.6% ICU Level of Service A Analysis Period (min)15 Su Mlle Engineering, PA Jump Creek Subdivision 612412014 Meridian, ID HCM 2010 TWSC 2018 (Phase 2) Site+Background 5: Black Cat Road & Approach 1 AM Peak Int Delay, s/veh 1.8 - 632 HCM Lane VIC Ratio 0.015 - 0.146 HCM Coal Delay (s) Movement EBL EBR NBL NET SLIT SBR Vol, veh@ 28 55 18 256 234 B Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Centel Slop Slop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - PeakHourFactor 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 Mvml Flow 31 61 20 284 260 9 (chlor/Minor Mini Maltirl M0jw2 Conflicting Flow All 588 264 269 0 - 0 Stages 264 - - - - - Stage 2 324 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy S1q 1 5.42 - - - - - Critical HdwySig 2 5.42 - - - - - Follow-up Hit" 3.518 3.318 2.216 - - Pot Cap i Maneuver 471 775 1295 - - - Stagel 780 - - - - - Stage 2 733 - - - - Fall blocked, % - - - May Cap IManeuver 464 775 1295 - - - May Cap2Maneuver 464 - - - - - Stage 1 780 - - - - - Stage 2 722 - - - - - Approach EB NS SB HCM Control Delay, s 11.7 05 0 HCM LOS B Capacity(vehm) 1295 - 632 HCM Lane VIC Ratio 0.015 - 0.146 HCM Coal Delay (s) 7.8 - 11.7 HCM Lane LOS A - B HCM 951h%file Divehi) 0 - 0.5 Six Mile Engineering, PA Jump Creek Subdivision 6/24/2014 Meridian, ID Lanes, Volumes, Timings 2018 (Phase 2) Site+Background 6: Black Cat Road & Approach 2 AM Peak 1 t 4 ✓ EBL EBR NBL NBT SBT SBR _ Lane Configurations Y F If T. Volume(vph) 20 46 14 254 282 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length(it) 0 0 100 0 Storage Lanes 1 0 1 0 Taper Length (It) 25 25 Lane Hill. Factor 1.00 1.00 1.00 1.00 1.00 1,00 Fd 0.906 0.997 Fit Protected 0.985 0.950 Said. Flow(prot) 1662 0 1770 1863 1657 0 Flt Permitted 0.985 0.950 Said. Flow (pen) 1662 0 1770 1863 1857 0 Link Speed (mph) 25 50 50 Link Distance (ft) 1407 833 926 Travel Time (s) 38.4 11.4 12.6 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 22 51 16 282 313 8 Shared Lane Traffic (°k) Lane Group Flow (vph) 73 0 16 282 321 0 Enter Blocked Intersection Na No No No No No Lane Alignment Left Right Left Left Left Right Median Width(Q) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Free Intersection Summary Area Type: 011ier Control Type: Unsignalized Intersection Capacity Utilization 25.9% ICU Level of Service Analysis Period (min)15 Description: Su Mile Engineering, PA Jump Creek Subdivision 6/24/2014 Meridian, ID HCM 2010 TWSC 2018 (Phase 2) Site+Background 6: Black Cat Road & Approach 2 AM Peak Intersection Inn Delay, sNeh 1.4 Movement EBL EBR NBL NET SET SBR Vol, vehln 20 46 14 254 282 7 Conflicting Peds, #Por 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 9D 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 Ml Flow 22 51 16 282 313 8 MajorlM'wt Minor2 Majorl Major2 moi, Conflicting Flow All 630 317 321 0 - 0 Stage 317 - - - - - Stage 2 313 - - - - - Critical Hdwy 6.42 6.22 4.12 - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hell 3.518 3.318 2.218 - - Pot Cap -1 Maneuver 446 724 1239 - - - Stage 1 738 - - - - - Stage 2 741 - - - - - Platoon blocked, % - - - MovCaplManeuver 440 724 1239 - - - MovCap2Maneuver 440 - - - - - Stage 1 738 - - - - - Stage 2 731 - - - - - Approach EB NB SB HCM Control Delay, s 11,8 0.4 0 HCM LOS B Minor Laniu Major Mvml NBL NET EBLni SET SBR Capacity(vehm) 1239 - 606 - - HCMIaneVICRate 0013 - 0.121 - - HCMControlDelay(s) 7,9 - 11,8 - - HCM Lane LOS A - B - - HCM 95th %tile Divehi) 0 - GA - - SM Mile Engineering, PA Jump Creek Subdivision 6/24/2014 Meridian, ID Blackcat 215 2% A 0 Se ,o r pp N N h 9 209 2% Blackcat MOVEMENT SUMMARY Blackest Road and Ustick Road 2018 AM Site Plus Background Roundabout Site: 2018 AM Site Plus BG - Blackcat and Ustick 3 L 35 2.0 0.318 7.1 LOS A 1.4 35.8 0.52 0.91 29.8 8 T 209 2.0 0.318 7.1 LOS A 1.4 35.8 0.52 0.72 33.1 18 R 57 2.0 0.318 7.1 LOS A 1.4 35.8 0.52 0.76 32.7 Approach 301 2.0 0.318 7.1 LOS A 1.4 35.8 0.52 0.75 32.6 East: Ustick 1 L 40 2.0 0.301 6.4 LOS A 1.4 34.6 0.45 0.87 28.6 6 T 210 2.0 0.301 6.4 LOS A 1.4 34.6 0.45 0.62 31.8 16 R 64 2.0 0.301 6.4 LOS 1.4 34.6 _0.45 0.67 31.4 Approach 313 2.0 0.301 6.4 LOS A 1.4 34.6 0.45 0.66 31.2 North: Blackest 7 L 130 2.0 0.360 7.2 LOS A 1.7 44.2 0.47 0.85 29.7 4 T 215 2.0 0.360 7.2 LOS A 1.7 44.2 0.47 0.65 33.0 _ 14 R 33 2.0 0.360 _ _ _ 7.2 LOS A _ 1.7 44.2 0.47 0.69 32.5 Approach 378 2.0 0.360 7.2 LOS 1.7 44.2 0.47 0.72 31.7 West: Ustick 5 L 48 2.0 0.343 7.4 LOS A 1.6 39.7 0.53 0.91 28.2 2 T 218 2.0 0.343 7.4 LOS A 1.6 39.7 0.53 0.69 31.1 12 R 63 2.0 0.343 7.4 LOS A 1.6 39.7 0.53 0.74 30.7 Approach 329 2.0 0.343 7.4 LOS 1.6 39.7 0.53 0.73 30.5 All Vehicles 1321 2.0 0.360 7.1 LOS A 1.7 44.2 0.49 0.72 31.5 Level of Service (LOS) Method: Delay & v/c (HCM 2010). Roundabout LOS Method: Same as Sign Control. Vehicle movement LOS values are based on average delay and We ratio (degree of saturation) per movement LOS F will result if We > 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 2010). Roundabout Capacity Model: US HCM 2010. HCM Delay Model used. Geometric Delay not included. Processed: Tuesday, June 24, 201410:46:13 AM Copyright © 2000-2011 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 5.1.13.2093 www.sidrasolutions.com INTERSECTION Project: X:\projects\771304\Traffic\SIDRA\Blackcat-Ustick\Blackcat and Ustick.sip 8000552, SIX MILE ENGINEERING PA, SINGLE HCM 2010 Signalized Intersection Summary 2018 (Phase 2) Site+Background-Mitigation 2: Black Cat Road & McMillan Road AM Peak Approach Vol, vehih Approach Delay, sNeh Approach LOS Timer 1 393 27.2 C 2 3 4 294 27.0 C 5 6 7 344 341 25.3 24.0 C C 8 Assigned Phs 1 2 3 Movement EBL EBT EBR W6L WBT WAR NHL NBT NBR SBL Sm SBR Lane Configurations R 1• 6.0 i A 6.0 i 1. -6 1 to 42.0 Volume(vehPn) 102 160 92 84 126 55 41 104 164 89 148 70 Number 1 6 16 5 2 12 3 8 18 7 4 14. Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped -Bike Adl(ApbT) 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 Atlj Sat Flow, vehlo4n 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 113 178 102 93 140 61 46 116 182 99 164 78 Adj No. o1 Lanes 1 1 0 1 1 0 1 1 0 1 1 0 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehm 151 239 137 123 245 107 80 154 241 131 315 150 Arrive On Green O.OB 0.21 0.21 0.07 0.20 0.20 0.04 0.23 0.23 0.07 0.26 0.26 Sat Flow, vehlh 1774 1113 638 1774 1234 537 1774 655 1027 1774 1194 568 Grp Volume(v), vehth 113 0 280 93 0 201 46 0 298 99 0 242 Grp Sal Flow(s),vehm4n 1774 0 1750 1774 0 1768 1774 0 1682 1774 0 1762 Q Serve(g s), s 3.7 0.0 8.8 3.0 0.0 6.1 1.5 0.0 9.7 3.2 0.0 6.9 Cycle Q Clear(g_c), s 3.7 0.0 8.8 3.0 0.0 6.1 1.5 0.0 9.7 3.2 0.0 6.9 Prop In Lane 1.00 0.36 1.00 0.30 1.00 0.61 1.00 0.32 Lane Grp Cartel, vehm 151 0 375 123 0 352 80 0 395 131 0 465 V/C Raho(X) 0.75 0.00 0.75 0.76 0.00 0.57 0.58 0.00 0.75 0.75 0.00 0,52 Avail Cap(c_a), vehh 632 0 1307 572 0 1260 512 0 1227 602 0 1376 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 Hill 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 full, sNeh 26.3 0.0 21.6 26.9 0.0 21.3 27.6 0.0 21.0 26.7 0.0 18.5 Incr Delay (d2), sNeh 7.3 0.0 3.0 9.0 0.0 1.5 6.5 0.0 3.0 8.4 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 BackO1Q(95%),veh4n 3.8 0.0 8.0 3.2 0.0 5.6 1.6 0.0 8.4 3.4 0.0 6.3 i Delay(d),s/veh 33.6 0.0 24.6 36.0 0.0 22.8 34.0 0.0 23.9 35.1 0.0 19.4 Approach Vol, vehih Approach Delay, sNeh Approach LOS Timer 1 393 27.2 C 2 3 4 294 27.0 C 5 6 7 344 341 25.3 24.0 C C 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.0 17.7 8.6 21.6 10.1 18.6 10.4 19.8 Change Period (Y+Rc), s 6.0 6.0 6.0 6,0 6.0 6.0 6.0 -6 Max Green Selling (Gmax), s 21.0 42.0 17.0 46.0 19.0 44.0 20.0 *43 Max Q Clear Time (g c+li),s 5.7 8.1 3.5 8.9 5.0 IDS 5.2 11.7 Green Ext Time (p_c), s 0.3 1.8 0.1 2.1 0.2 1.8 0.2 2.1 Intersection Summary -^ ^'1 HCM 2010 Ctrl Delay 25.9 HCM 2010 LOS C Notes ' HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier Six Mile Engineering, PA Jump Creek Subdivision 6!24/2014 Meridian, ID Blackcat Blackcat MOVEMENT SUMMARY Black Cat Road and McMillan Road 2018 AM Site Plus Background Roundabout Site: 2018 AM Site Plus BG - Blackcat and McMillan 3 L 46 2.0 0.360 7.7 LOS A 1.7 42.2 0.54 0.90 29.5 8 T 116 2.0 0.360 7.7 LOS A 1.7 42.2 0.54 0.72 32.6 18 R 182 _2.0_ 0.360 7.7 LOS 1.7 42.2 0.54 0.76 32.2 Approach 343 2.0 0.360 7.7 LOS 1.7 42.2 0.54 0.77 31.9 East: McMillan 1 L 93 2.0 0.278 6.1 LOS A 1.2 31.5 0.43 0.83 28.7 6 T 140 2.0 0.278 6.1 LOS A 1.2 31.5 0.43 0.60 31.9 16 R _ 61 2.0 0.278 6.1 _ LOS A _ _ 1.2 31.5 0.43 _0.65 31.5 Approach 294 2.0 0.278 6.1 LOS A 1.2 31.5 0.43 0.68 30.7 North: Blackest 7 L 99 2.0 0.324 6.7 LOS A. 1.5 38.3 0.45 0.85 30.0 4 T 164 2.0 0.324 6.7 LOS 1.5 38.3 0.45 0.64 33.3 14 R 78 2.0 0.324 6.7 LOS 1.5 38.3 0.45 0.68 32.9 Approach 341 2.0 0.324 6.7 LOS A 1.5 38.3 0.45 0.71 32.1 West: McMillan 5 L 113 2.0 0.400 8.1 LOS A 1.9 49.5 0.54 0.88 27.7 2 T 178 2.0 0.400 8.1 LOS A 1.9 49.5 0.54 0.69 30.5 12 _ _ R 102 2.0 0.400 8.1 _ LOS 1.9 _ _ 49.5 _ _0.54 _ 0.73 30.1 Approach 393 2.0 0.400 8.1 LOS A 1.9 49.5 0.54 0.75 29.5 All Vehicles 1372 2.0 0.400 7.2 LOS 1.9 49.5 0.49 0.73 31.0 Level of Service (LOS) Method: Delay & v/c (HCM 2010). 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 2010). Roundabout Capacity Model: US HCM 2010. HCM Delay Model used. Geometric Delay not included. Processed: Tuesday, June 24, 2014 10:54:30 AM Copyright © 2000-2011 Akcelik and Associates Pty Ltd SIDRA INTERSECTION 5.1.13.2093 www.sidrasolutions.com Project: X:\projects\771304\Traffic\SIDRA1Blackcat-McMillan\Blackcat and McMillan.sip 8000652, SIX MILE ENGINEERING PA, SINGLE SIDRA - INTERSECTION HCM 2010 Signalized Intersection Summary 2018 (Phase 2) Site+Background 1: Black Cat Road & Chinden Blvd PM Peak Assigned Phe -J, 2 4 4, - 8 -, f 59.1 15.1 1 e Klbvemenl EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations K 11. 0.0 0 }H 12.9 vi A Green Ext Time Io C), s 0.0 12.6 0.9 Volume(vehlh) 0 824 118 266 1051 0 107 2 149 5 3 4 Number 1 6 16 5 2 12 7 4 14 3 8 18 Initial 0(Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Blke Adj(AybT) 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 Adj Sat Flow, vehlodn 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, vehi 0 841 120 271 1072 0 109 2 152 5 3 4 Adj No. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98. 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh@ 2 1190 170 329 1760 0 283 3 213 150 99 132 Arrive On Green 0.00 0.45 0.45 0.19 0.72 0.00 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow. vehm 1774 2648 378 1774 3092 0 1403 21 1566 1228 725 967 Grp Volume(v), veh@ 0 391 570 271 1072 0 109 0 154 5 0 7 Grp Sal Flow(s),vehi 1774 1229 1796 1774 1229 0 1403 0 1586 1228 0 1692 Q Serve(9_s),a 0.0 19.0 19.0 10,9 16.3 0.0 5.4 0.0 6.9 0.3 0.0 0.3 Cycle 0 Clear(g c), s 0.0 19.0 19.0 10.9 16.3 0.0 5.7 0.0 6.9 7.2 0.0 0.3 Prop In Lane 1.00 0.21 1.00 0.00 1.00 0.99 1.00 0.57 Lane Grp Capin), veh/h 2 552 807 329 1760 0 283 0 216 150 0 230 VIC Ragi 0.00 0.71 0.71 0.82 0.61 0.00 0.39 0.00 0.71 0.03 0.00 0.03 Avail Cap(c_a), veldh 359 1226 1792 765 3016 0 603 0 577 43D 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 Filler(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 BOB 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 16.5 165 29.0 5.3 0.0 30.3 0.0 30.7 34.1 0.0 27.8 Incr Delay (Q), sNeh 0.0 1.7 1.2 5.2 0.3 0.0 09 0.0 4.3 0.1 0.0 0.1 Initial Q Delay(d3),sNeh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 0.0 0.0 0.0 %Ile BackOfQ(95%),veh4n 0.0 10.9 14.7 9.8 9.3 0.0 3.9 0.0 5.9 0.2 0.0 0.2 Lni Delay(d)slveh 0.0 18.2 17,6 34.2 5.7 0,0 31.1 0.0 35.0 342 0.0 27.9 Lni LOS B B C A C D C C Approach Vol, vehfi 961 1343 263 12 Approach Delay, sNeh 17.9 11.4 33.4 30.5 Approach LOS B B C C Assigned Phe 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 0.0 59.1 15.1 19.8 39.3 15.1 Change Period (Y+Rc),a 6.0 6.0 5.0 6.0 6.0 5.0 Max Green Setting(Gmax), s 15.0 91.0 27.0 32.0 74.0 27.0 Max O Clear Time (gc+IH,s 0.0 18.3 8.9 12.9 21.0 9.2 Green Ext Time Io C), s 0.0 12.6 0.9 0.9 12.3 0.9 Intersection Summary HCM 2010 Ctrl Delay 16,1 HCM 2010 LOS B Six Mile Engineering, PA Jump Creek Subdivision 672412014 Meridian, ID HCM 2010 AWSC 2: Black Cat Road & McMillan Road Interseclion Delay, slveh 52.7 Intersection LOS F 2018 (Phase 2) Site+Background PM Peak Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR SBU SBL SRT SBR Vol, veh/o 0 87 134 67 0 87 217 94 0 101 182 73 0 89 148 134 Peak Hour Factor 0.92 0.97 0.97 0.97 0.92 0.97 0,97 0.97 0.92 0.97 0.97 097 0.92 0.97 0.97 097 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 90 138 69 0 90 224 97 0 104 188 75 0 92 153 138 Numberof Lanes 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0 NOVO EB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Lett SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right N8 SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 34.6 66.2 51 54 HCM LOS D F F F Vol Left, % 28% 30% 22% 24% Vol Thru,% 51% 47% 55% 40% Vol Right, % 21% 23% 24% 36% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 356 288 398 371 LT Vol 182 134 217 148 Through Vol 73 67 94 134 RT Vol 101 87 87 89 Lane Flow Rate 367 297 410 382 Geometry Grp 1 1 1 1 Degree of Ulif (X) 0.888 0.746 0.969 0.909 Departure Headway(Hd) 8.708 9.04 8.499 8.554 Convergence, Y/N Yes Yes Yes Yes Cap 415 398 427 421 Service Time 6.795 7.133 6,581 6.64 HCM Lane V16 Ratio 0.884 0.746 0.96 0.907 HCM Control Delay 51 34.6 66.2 54 HCM Lane LOS F D F F HCM 95th -tile 0 9.2 6 11.6 9.8 Six Mite Engineering, PA Jump Creek Subdivision 6/24/2014 Meridian, ID HCM 2010 Signalized Intersection Summary 2018 (Phase 2) Site+Background 3: Black Cat Road & Ustick Road PM Peak Movement EBL EBT EBR WOE WBT WBR NBL NBT NBR SBL SBT SBR Lane Conlgmalions K 11 7 4 A 8.8 6 A 25.2 R fi 12.0 Volume(vehm) 36 231 49 55 290 133 79 239 76 99 230 46 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial (0b), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped Bike Adj(gpbT) 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 Adj Sal Flow, vehMln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rale, veh@ 40 254 54 60 319 146 87 263 84 109 253 51 Adj No. of Lanes 1 1 0 1 1 0 1 1 0 1 1 0 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91- 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, vehm 67 455 97 85 382 175 114 328 105 143 389 79 Peeve On Green 0.04 0.31 0.31 0.05 0.32 0.32 0.06 0.24 0.24 0.08 0.26 0.26 Sal Flow, vehm 1774 1490 317 1774 1211 554 1774 1354 432 1774 1506 304 Grp Volume(d, vehm 40 0 308 60 0 465 87 0 347 109 0 304 Grp Sat Flow(s),vebmM 1774 0 1807 1774 0 1765 1774 0 1786 1774 0 1809 Q Serve(g s),s 1.6 0.0 10.6 2.5 0.0 182 3.6 0.0 13.5 4.5 d0 11.1 Cycle 0 Clear(", s 1.6 0.0 10.6 2.5 0.0 18.2 3.6 0.0 13.5 4.5 0.0 11.1 Prop In Lane 1.00 0.18 1.00 0.31 1.00 024 1.00 0.17 Lane Grp Cap(c), vehm 67 0 552 85 0 557 114 0 433 143 0 468 VIC RaBo(X) 0.60 0.00 0.56 0.71 0.00 0.83 0.76 0.00 0,80 076 0.00 0.65 Avail Cap(c_a), vehm 359 0 1170 502 0 1285 359 0 964 407 0 1025 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 Fllter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 100 1.00 0.00 1.00 Uniform Delay (d), slveh 35.1 0.0 21.5 34.8 0.0 23.6 34.1 0.0 26.4 33.4 0.0 24.5 Incr Delay k12), s/veh 8.2 0.0 0.9 10.3 0.0 3.4 10.1 0.0 3.5 8.2 0.0 1.5 Initial Q De1ay(d3),sNeh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %its BackOfQ(95%),vehnn 1.7 0.0 9.1 2.6 0.0 14.3 3.7 0.0 11A 4.5 0.0 9.6 LnGrp Delay(d),stveh 43.3 0.0 22.4 45.1 0.0 26.9 44.2 0.0 29.9 41.6 0.0 26.0 Approach Vol, vehm Approach Delay, sNeh Approach LOS Timer 1 348 24.8 C 2 3 4 525 29.0 C 5 6 7 434 413 32.8 30.1 C C 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+YaRc), s 8.8 29.4 10.8 25.2 9.5 28.7 12.0 24.0 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 15.0 54.0 15.0 42.0 21.0 48.0 17.0 40.0 Max Q Clear Time hit _c+ll),a 3,6 20.2 5.6 13.1 4.5 126 6.5 155 Green Ext Time in c), s 00 3.3 0.1 25 0.1 3.3 0.2 24 Intersection Summary _ HCM 2010 Ctrl Delay 29.4 HCM 2010 LOS C Six Mile Engineering, PA Jump Creek Subdivision 6/2412014 Medicine, ID Blackcat 7t Blackcat MOVEMENT SUMMARY Blackcat Road and Ustick Road 2018 PM Site Plus Background Roundabout Site: 2018 PM Site Plus BG - Blackcat and Ustick 3 L 87 2.0 0.459 9.3 LOS A 2.5 62.2 0.60 0.94 28.7 8 T 263 2.0 0.459 9.3 LOS A 2.5 62.2 0.60 0.78 31.5 18 R 84 _ 2.0 0.459 9.3 _ LOS A 2.5 62.2 0.60 _ 0.81 31.2 Approach 433 2.0 0.459 9.3 LOS A 2.5 62.2 0.60 0.81 30.8 East: Ustick 1 L 60 2.0 0.551 11.1 LOS B 3.5 89.7 0.65 0.96 26.5 6 T 319 2.0 0.551 11.1 LOS B 3.5 89.7 0.65 0.81 28.8 16 R 146 2.0 0.551 11.1 LOS B 3.5 89.7 0.65 0.84 28.5 Approach 525 2.0 0.551 11.1 LOS B 3.5 89.7 0.65 0.83 28.4 North: Blackcat 7 L 109 2.0 0.463 9.8 LOS A 2.5 62.8 0.63 0.97 28.4 4 T 253 2.0 0.463 9.8 LOS A 2.5 62.8 0.63 0.83 31.1 14 R 51 2.0 0.463 9.8 LOS A _ 2.5 62.8 0.63 0.8_6 30.8 Approach 412 2.0 0.463 9.8 LOS A 2.5 62.8 0.63 0.87 30.3 West: Ustick 5 L 40 2.0 0.375 8.1 LOS A 1.7 44.0 0.56 0.93 27.9 2 T 254 2.0 0.375 8.1 LOS A 1.7 44.0 0.56 0.73 30.7 12 R _ 54 _ 2.0 0.375 8.1 LOS A 1.7 44.0 0.56 0.77 30.3 Approach 347 2.0 0.375 8.1 LOS 1.7 44.0 0.56 0.76 30.3 All Vehicles 1718 2.0 0.551 9.7 LOS A 3.5 89.7 0.61 0.82 29.8 Level of Service (LOS) Method: Delay & v/c (HCM 2010). 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 2010). Roundabout Capacity Model: US HCM 2010. HCM Delay Model used. Geometric Delay not included. Processed: Tuesday, June 24, 201410:47:59 AM Copyright © 2000-2011 Akcelik and Associates Pty Ltd SI D R A SIDR4 INTERSECTION 5.1.13.2093 www.sidrasolutions.com INTERSECTION Project: X:\projects\771304\Traffic\SIDR4\Blackcat-Ustick\Blackcat and Ustick.sip 8000552, SIX MILE ENGINEERING PA, SINGLE HCM 2010 TVVSC 2018 (Phase 2) Site+Background 4: Black Cat Road & Proposed Collector PM Peak Intersection -� Int Delay, slveh 2.2 Movement EBL ERT EBR WBL WBT WBR NBL NOT NOR SBL SBT SBR Vol, vehm it 0 28 10 0 24 46 222 17 40 324 23 Condit Peds, #Ihr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Slop Slop Stop Stop Free Free Free Free From Free RTChannelized - - None - - None - - None - - None Storage Length - - - 100 - - 100 - 100 100 - - Veh in Median Storage, If - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - PeakHourFaclor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 12 0 31 11 0 27 51 247 19 44 360 26 WItrlMlnor Minot Minors Ma)or1 Mal � Conflicting Flow All 824 811 373 826 823 247 386 0 0 247 0 0 Stages 462 462 - 349 349 - - - - - - - Stage 2 362 349 - 477 474 - - - - - - - CrilicalHdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Sig 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Sig 2 6.12 5.52 - 6.12 5.52 - - - - - - Follow upHdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap -1 Maneuver 292 313 673 291 309 792 1172 - - 1319 - - Staget 580 565 - 667 633 - - - - - - - Stage 2 657 633 - 569 558 - - - - - - - Platoon blocked, % - - - - MovCap 1Maneuver 266 289 673 262 286 792 1172 - - 1319 - May Cap -2 Maneuver 266 289 - 262 286 - - - - - - - Stage1 555 546 - 638 605 - - - - - - - Stage 2 607 605 - 525 539 - - - - - - - Approach EB WB NB Sit HCM Control Delay, s 13.4 12.5 1,3 0,8 HCM LOS B B Minor Lane/Major Mvml NBL NOT NBR EBLnt WSW WBLn2 SBL SBT SBR - Capaolly(vehm) 1172 - 470 262 792 1319 - - HCM Lane VIC Ratio 0.044 - - 0.092 0.042 0.034 0.034 - - HCMConlrolDelay(s) 8.2 - - 13.4 19.3 9.7 7.8 - - HCM Lane LOS A - - B C A A - - HCM 95th %lite Q(veg 0.1 - - 0.3 0.1 0.1 0.1 - - Six Mlle Engineering, PA Jump Creek Subdivision 6/24/2014 Meridian, ID HCM 2010 TWSC 2018 (Phase 2) Site+Background 5: Black Cat Road & Approach 1 PM Peak Intersection Int Delay, stveh 1.6 Movement EBL EBR NBL NBT SET SBR Vol, vehth 18 37 56 267 335 30 Confiding Peds, #Ihr 0 0 0 0 0 0 Sign Could Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 100 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 20 41 62 297 372 33 Majoriminor Minor2 Maiorl Mapr2 Count cling Flow All 810 389 406 0 - 0 Stage 1 359 - - - - Stage 2 421 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Sh 1 5.42 - - - - - Critical Hdwy Sig 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - PotCail-IManeuver 349 659 1153 - - - Stage 1 685 - - - - - Stage 2 662 - - - - - Platoon blocked, % - - MovCap -1 Maneuver 330 659 1153 - - - MovCap-2Maneuver 330 - - - - - Stage1 685 - - - - Stage 2 626 - - - - - Approach EB NB SB HCM Control Delay, s 13.3 1,4 0 HCM LOS B Minor LanelMajor Mvmt NBL NET FEW SBT SBR Capacity(vehm) 1153 - 497 - - HCM Lane VIC Ratio 0.054 - 0.123 - - HCM Control Delay (s) 8.3 13.3 - - HCMLaneLOS A - B - - HCM 95th%tile 0(veh) 0.2 - 0.4 - - Su Mile Engineering, PA Jump Creek Subdivision 6124/2014 Meridian, ID HCM 2010 TWSC 2018 (Phase 2) Site+Background 6: Black Cat Road & Approach 2 PM Peak Intersection Int Delay, s/veh 1.3 Movement EBL EBR NBL NBT SILL SBR _ Vol, vehm 14 28 54 309 349 23 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RTChannelized - None - None - None Storage Length 0 - 100 - - - VehlnMedianStorage,W 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles,% 2 2 2 2 2 2 Mvmt Flow 16 31 60 343 388 26 Major/Minor Minor2 Malorl Malor2 Conflicting Flow All 864 401 413 0 - 0 Stage 1 401 - - - - Stage 2 463 - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Sig 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - PotCap-1 Maneuver 325 649 1146 - - - Stage 1 676 - - - - - Stage 2 634 - - - - - Platoon blocked, % - - May Cap -1 Maneuver 308 649 1146 - - - MovCap 2Maneuver 308 - - - - - Stage1 676 - - - Stage 2 601 - - - - - HCM Control Delay, s 13.4 1,2 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLnl SBT SBR Capacity(vehm) 1146 - 474 - - HCM Lane VIC Ratio 0.052 - 0.098 - - HCM Control Delay (s) 8,3 - 13.4 - - HCM Lane LOS A - 8 - - HCM 95th%tile 0(veh) 02 - 0.3 - - Six. Mile Engineering, PA Jump Creek Subdivision 624/2014 Meridian, ID Blackcat e o rnN n � m o W c N N N �4o (� (c 1 Blackcat MOVEMENT SUMMARY Blackcat Road and Ustick Road 2018 PM Site Plus Background Roundabout Site: 2018 PM Site Plus BG - Blackcat and McMillan 1 3 L 8 T 18 R Approach 0.50 East: McMillan 1 L 6 T 16 R _ Approach 43.7 North: Blackcat 7 L 4 T 14 R_ Approach 1.7 West: McMillan 5 L 2 T 12 R Approach LOS A All Vehicles 104 2.0 0.361 7.3 LOS A 1.7 43.7 0.50 0.87 29.6 188 2.0 0.361 7.3 LOS A 1.7 43.7 0.50 0.68 32.8 75 2.0 0.361 7.3 LOS 1.7 43.7 _0.50 0.72 32.4 367 2.0 0.361 7.3 LOS A 1.7 43.7 0.50 0.74 31.7 90 2.0 0.427 8.7 LOS A 2.1 54.2 0.57 0.91 27.5 224 2.0 0.427 8.7 LOS A 2.1 54.2 0.57 0.72 30.2 97 2.0 0.427 8.7 LOS A 2.1 54.2 0.57 0.76 29.9 410 2.0 0.427 8.7 LOS A 2.1 54.2 0.57 0.77 29.5 92 2.0 0.411 8.6 LOS 2.0 50.7 0.58 0.92 29.0 153 2.0 0.411 8.6 LOS A 2.0 50.7 0.58 0.76 31.9 138 2.0 0.411 _ 8.6 _ LOS A 2.0 _ _ 5_0.7 0.58 _ 0.79_ 31.5 382 2.0 0.411 8.6 LOS A 2.0 50.7 0.58 0.81 31.0 90 2.0 0.296 6.6 LOS A 1.3 33.4 0.48 0.86 28.5 138 2.0 0.296 6.6 LOS A 1.3 33.4 0.48 0.64 31.6 69 2.0 0.2_96 _ 6.6 LOS A 1.3 33.4 0.48 0.69 31.1 297 2.0 0.296 6.6 LOS A 1.3 33.4 0.48 0.72 30.4 1457 2.0 0.427 7.9 LOS A 2.1 54.2 0.53 0.76 30.6 Level of Service (LOS) Method: Delay & v/c (HCM 2010). 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 2010). Roundabout Capacity Model: US HCM 2010. HCM Delay Model used. Geometric Delay not included. Processed: Tuesday, June 24, 201410:55:24 AM Copyright ©2000-2011 Akcelik and Associates Pty Ltd SIDRA SIDRA INTERSECTION 5.1.13.2093 www.sidrasolutions.com INTERSECTION Project: X:\projects\771304\Traffic\SIDRA\Blackcat-McMillan\Blackcat and McMillan.sip 8000552, SIX MILE ENGINEERING PA, SINGLE