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PZ - TIS Updated with ACHD Comments Traffic Impact Study Update TANNER CREEK SUBDIVISION Meridian, Idaho March 29, 2022 Revised:June 2, 2022 - II 2 i i O NTS W.BROWNTROOT DRIVE \\ - -- -- - CLUBHOUSE AREA PEPGOLASHAOCSTRVCTUREQ) -- 41 FREPITYYARO POOL Z� u 0.LFEY J SPA Iyj i _ I W.EIDERDRIVE I Y . I � Il z I Gz i , W RUDDY DRIVE - °" a ;P0.VE❑EMERGENCVAccEss FUTURE HAWKINS PARKAREA { _ p RMi FWITH ROLFARos COMMERCIAL SITE RECREATION AREA W.BACKWOODS DR. Y." I 1.K I OU OPEN SPACE i2] GAZCBO PLAYSTRUCTURE 0 _ EXISTING BASIN l•V-lA(.KSNII'E DflIVE _ / -- i BERMANDWALL • I xu _ - VEGETATED BUFFER 9'BERM f \•.J ry'TAN RHINO RO KFENCE 351 INTERSTATE,- 1-84 Prepared For: SCHULTZ DEVELOPMENT, LLC Prepared By: ENGINEENNG, INC. 181 East 50t" Street Garden City, ID 83714 (208) 841-4996 S:Iprojectsl22-03 Tanner Creek SubdivisionWoc7anner Creek Sub TIS-Update.docx j ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho Table of Contents EXECUTIVESUMMARY......................................................................................................................................1 1.0 Proposed Development and Site Access ....................................................................................................2 2.0 Improvements Needed to Mitigate 2022 Existing Traffic..........................................................................3 3.0 Improvements Needed to Mitigate 2026 Build-Out Year Background Traffic..........................................3 4.0 Improvements Needed to Mitigate 2026 Build-Out Year Total Traffic.....................................................5 1.0 INTRODUCTION.......................................................................................................................................7 1.1 Proposed Development...............................................................................................................................8 1.2 Study Approach..........................................................................................................................................9 1.3 Study Area..................................................................................................................................................9 1.4 Study Period...............................................................................................................................................9 1.5 Analysis Methods and Performance Measure Thresholds..........................................................................9 2.0 EXISTING CONDITIONS.......................................................................................................................10 2.1 Roadway Network, Intersection Control, and Lane Configuration..........................................................10 2.2 Existing Traffic Volumes.........................................................................................................................10 2.3 Intersection Crash Data............................................................................................................................13 2.4 Roadway Segment Planning Level of Service .........................................................................................13 2.5 Intersection Operations.............................................................................................................................14 2.6 Roadway Segment Mitigation..................................................................................................................14 2.7 Intersection Mitigation.............................................................................................................................14 3.0 2026 BUILD-OUT YEAR BACKGROUND TRAFFIC CONDITIONS.............................................15 3.1 Roadway Network....................................................................................................................................15 3.2 Background Traffic ..................................................................................................................................15 3.3 Roadway Segment Planning Level of Service .........................................................................................17 3.4 Intersection Operations.............................................................................................................................17 3.5 Roadway Segment Mitigation..................................................................................................................18 3.6 Intersection Mitigation.............................................................................................................................19 4.0 2026 BUILD-OUT YEAR TOTAL TRAFFIC CONDITIONS.............................................................22 4.1 Site Traffic................................................................................................................................................22 4.1.1 Trip Generation................................................................................................................................22 4.1.2 Trip Capture,Pass-by Trips, and Modal Split..................................................................................22 4.1.3 Trip Distribution and Assignment....................................................................................................22 4.2 Total Traffic..............................................................................................................................................22 4.3 Roadway Segment Planning Level of Service .........................................................................................28 4.4 Intersection Operations.............................................................................................................................28 4.5 Roadway Segment Mitigation..................................................................................................................29 4.6 Intersection Mitigation.............................................................................................................................30 4.7 Intersection Queue Length Analysis.........................................................................................................32 4.8 Site Access and Circulation......................................................................................................................33 4.9 Neighborhood Traffic Redistribution and Potential Cut-Through Traffic...............................................34 APPENDIXA: SCOPE...........................................................................................................................................A APPENDIX B: TRAFFIC COUNTS.....................................................................................................................B APPENDIX C: COMPASS FORECASTS............................................................................................................0 APPENDIX D: 2016-2020 CRASH DATA............................................................................................................D APPENDIX E: 2022 CAPACITY ANALYSIS REPORTS .................................................................................E APPENDIX F: 2026 BACKGROUND CAPACITY ANALYSIS REPORTS ...................................................F June 2022 i ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision-Meridian, Idaho APPENDIX G: 2026 TOTAL CAPACITY ANALYSIS REPORTS..................................................................G APPENDIX H: TURN LANE WARRANT WORKSHEETS.............................................................................H APPENDIX I: OFF-SITE TRAFFIC.....................................................................................................................I APPENDIX J: SHOULDER HOUR VOLUMES+ CAPACITY ANALYSIS REPORTS..............................J APPENDIX K: SIGNAL TIMING DATAA.........................................................................................................K APPENDIX L: CUT-THROUGH ROUTE AND TRAVEL TIME ESTIMATE..............................................L List of Figures Figure1.1 —Site Location and Vicinity.....................................................................................................................7 Figure1.2—Preliminary Site Plan.............................................................................................................................8 Figure 2.1 —Existing Study Area Roadway Segments,Intersection Control, and Lane Configuration...................11 Figure 2.2—2022 Existing Peak Hour Traffic and ADT ..........................................................................................12 Figure 3.1 —2026 Build-Out Year Peak Hour Background Traffic.........................................................................16 Figure 4.1 —Site Traffic Distribution Patterns.........................................................................................................23 Figure 4.2—2026 Build-Out Year AM Peak Hour Site Traffic...............................................................................24 Figure 4.3—2026 Build-Out Year PM Peak Hour Site Traffic................................................................................25 Figure 4.4—2026 Build-Out Year AM Peak Hour Total Traffic.............................................................................26 Figure 4.5—2026 Build-Out Year PM Peak Hour Total Traffic..............................................................................26 Figure 4.6—Proposed Site Access, Circulation, Internal Road ADT, and Traffic Calming....................................34 Figure 4.7—Local Road ADT with Neighborhood Traffic Redistribution..............................................................35 June 2022 ii ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho List of Tables Table 1 —Intersection Improvements Summary.........................................................................................................1 Table 2.1 —Existing Roadway Characteristics.........................................................................................................10 Table 2.2—Intersection Crash Data(2016-2020)....................................................................................................13 Table 2.3—Roadway Segment Planning Level of Service—2022 Existing Traffic................................................13 Table 2.4—Intersection Operations—2022 Existing Traffic...................................................................................14 Table 3.1 —Planned Improvements Within the Study Area.....................................................................................15 Table 3.2—Roadway Segment Planning Level of Service—2026 Build-Out Year Background Traffic................17 Table 3.3—Intersection Operations—2026 Build-Out Year Background Traffic...................................................18 Table 3.4—Roadway Segment Planning Level of Service—2026 Shoulder Hour Background Traffic.................19 Table 3.5—Waltman/Central and Meridian Road Intersection—2026 Background Traffic (Shoulder Hours).......19 Table 3.6—Waltman/Central and Meridian Road Intersection—2026 Build-Out Year Background Traffic Mitigation.................................................................................................................................................................20 Table 3.7—Waltman/Central and Meridian Road Intersection—2026 Build-Out Year Background Traffic (Without MIC Off-Site Traffic)................................................................................................................................21 Table 4.1 —Build-Out Site Traffic Trip Generation Summary................................................................................22 Table 4.2—Build-Out Site Traffic Percentage of 2026 Total Traffic......................................................................23 Table 4.3 —Roadway Segment Planning Level of Service—2026 Build-Out Year Total Traffic...........................28 Table 4.4—Intersection Operations—2026 Build-Out Year Total Traffic..............................................................29 Table 4.5—Waltman/Central and Meridian Road Intersection—2026 Build-Out Total Traffic Mitigation...........31 Table 4.6—Waltman/Central and Meridian Road Intersection—2026 Build-Out Year Total Traffic(Without MIC Off-Site Traffic)........................................................................................................................................................31 Table 4.7—Waltman/Central and Meridian Road Intersection Queue Storage—2026 Build-Out Year Total Traffic Mitigated..................................................................................................................................................................32 Table 4.8—Site Access Intersection Operations—2026 Build-Out Year Total Traffic...........................................33 f T C''I June 2022 iii ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho EXECUTIVE SUMMARY CR Engineering, Inc. has been retained to update the traffic impact study (TIS) for the proposed Tanner Creek Subdivision located on Waltman Lane within the northwest area of the 1-84/Meridian Road interchange in Meridian, Idaho, as shown in Figure 1.1. The original TIS for the project was completed in March 2018 and was reviewed and accepted by the Ada County Highway District(ACHD). The developer revised the preliminary site plan and will be resubmitting the development application. Additionally,there is an in-process development located adjacent to the site, Meridian Interchange Commercial (MIC), that will contribute traffic to the study area. As a result, ACHD requested a TIS update to reflect the revised preliminary site plan, current traffic counts, and anticipated traffic growth in the area. The scope of this TIS update remains unchanged from the original TIS,which was determined through coordination with ACHD with inputs from the Community Planning Association of Southwest Idaho (COMPASS). Traffic impacts were evaluated based on the proposed land use and accesses as shown in the preliminary site plan under weekday AM and PM peak hours traffic conditions. Table 1 summarizes the improvements needed to mitigate the traffic impacts for the following analysis years traffic conditions: ■ 2022 Existing traffic ■ 2026 Build-out year background traffic ■ 2026 Build-out year total traffic Table 1 —Intersection Improvements Summary Intersection 2026 Build-Out Year or 2022 Roadway Segment Existing Background Total Linder Rd Oand None None None Gander Dr Corporate Dr O2 and N/A Unsignalized T-intersection Unsignalized T-intersection Waltman Ln Dual NB left-turn lanes, Dual NB left-turn lanes, Waltman Ln/Central Dr 4 NB+SB thru lanes, 4 NB+SB thru lanes, 3O and None restripe EB thru as shared restripe EB thru as shared Meridian Rd/Main St thru/right-turn lane thru/right-turn lane or or set up Priority Corridor Fund pay into Priority Corridor Fund Kearney Ave O and FUTURE SITE ACCESS INTERSECTION Unsignalized T-intersection Waltman Ln Multifamily Access OS and FUTURE SITE ACCESS INTERSECTION Unsignalized T-intersection Waltman Ln Waltman Ln None None Improve to collector street standards Along the site frontage Waltman Ln Widen to five lanes 2 Widen to five lanes 2 East of site to Meridian Rd None or or set up Priority Corridor Fund pay into Priority Corridor Fund t Intersection meets ACHD minimum operational thresholds without the MIC in-process development 2 Roadway segment meets ACHD level of service planning threshold without the MIC in-process development June 2022 1 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho 1.0 Proposed Development and Site Access 1.1 Tanner Creek Subdivision is a proposed residential development estimated to contain 83 single-family lots, 45 townhomes, and 272 multifamily dwelling units. The expected build-out year is 2026 but may change depending on the market conditions 1.2 Based on the procedures outlined in the Trip Generation Handbook, 3Yd Edition and the Trip Generation Manual, 11 th Edition, both published by the Institute of Transportation Engineers (ITE), the proposed development is estimated to generate approximately 2,961 trips per weekday with 188 trips during the AM peak hour and 244 trips during the PM peak hour ■ Based on the proposed land uses and ITE methodologies, the development is not expected to retain internally-captured trips within the site.No trip reduction for internal capture trips was assumed ■ The development is not expected to generate pass-by trips based on ITE pass-by rates for the proposed land uses. No pass-by trips were assumed in the analysis ■ All trips generated by the development were assumed to be made by personal or commercial vehicles 1.3 The estimated site traffic distribution patterns are: ■ 18%north of the site traveling on Corporate Drive ■ 10%west of the site traveling on existing local roads connecting to Linder Road ■ 72% east of the site • 10%north traveling on Meridian Road/Main Street • 9% east traveling on Central Drive • 53% south traveling on Meridian Road 0 10%west traveling on I-84 0 33% east traveling on I-84 0 10% south traveling on Meridian Road 1.4 Tanner Creek Subdivision is proposing two accesses on Waltman Lane and stub road connection to Ruddy Drive to the west for site access: ■ Kearney Avenue on Waltman Lane • Proposed as a full access located approximately 330 feet west of Corporate Drive extension o Meets minimum 330-feet local road spacing on Waltman Lane, a 25-mph local street • Not anticipated to require turn lanes under 2026 build-out year total traffic conditions based on ACHD turn-lane guidelines • Anticipated to meet ACHD minimum operational thresholds under 2026 build-out year total traffic conditions • Estimated to have adequate intersection sight distance exceeding the 280-feet minimum requirement for a 25-mph roadway o Building setback and landscape design should not obstruct intersection sight distance ■ Multifamily Access on Waltman Lane • Proposed as a full access located approximately 430 feet east of Corporate Drive and 650 feet west of a proposed driveway in the Meridian Interchange Commercial in-process development o Meets minimum 245-feet driveway spacing on Waltman Lane o Meets minimum 150-feet driveway separation from a stop-controlled intersection • Not anticipated to require turn lanes under 2026 build-out year total traffic conditions based on ACHD turn-lane guidelines June 2022 2 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision-Meridian, Idaho • Anticipated to meet ACHD minimum operational thresholds under 2026 build-out year total traffic conditions • Estimated to have adequate intersection sight distance exceeding the 280-feet minimum requirement for a 25-mph roadway o Building setback and landscape design should not obstruct intersection sight distance 2.0 Improvements Needed to Mitigate 2022 Existing Traffic 2.1 With 2022 existing traffic, all study area intersections meet ACHD minimum operational thresholds analyzed with the existing intersection control, lane configuration, and signal timing. In addition, the Gander Drive and Linder Road intersection does not warrant turn lanes based on ACHD turn lane guidelines. Therefore,no intersection improvements are needed to mitigate existing traffic operations. 2.2 With 2022 existing traffic,the study area roadway segment of Waltman Lane west of Meridian Road meets ACHD level of service planning thresholds as a two-lane collector street. Therefore, no roadway capacity improvements are needed to mitigate existing traffic operations. ■ The existing average daily traffic (ADT) on Waltman Lane west of Meridian Road is 210 vehicles per day(vpd) ■ The maximum peak hour directional volume is 20 vehicles eastbound in the AM peak hour and 19 vehicles westbound in the PM peak hour 3.0 Improvements Needed to Mitigate 2026 Build-Out Year Background Traffic 3.1 The Meridian Interchange Commercial (MIC) development is an in-process commercial development located on Waltman Lane adjacent to the site. A finalized version of the TIS was not available as of March 2022, but in-process trip generation data showed approximately 381,000 square feet of mixed commercial land uses. Off-site traffic generated by the full build-out of the MIC development was included in the 2026 build-out year background traffic: ■ The in-process development is estimated to generated approximately 10,891 primary trips per day, 740 primary trips in the AM peak hour, and 950 primary trips during the PM peak hour ■ Three driveways are proposed on Waltman Lane for site access ■ Corporate Drive is anticipated to be extended to Waltman Lane by 2026 build-out year 3.2 With 2026 background traffic, one study area intersection is anticipated to exceed minimum operational thresholds analyzed with the existing intersection control and lane configuration. The intersection, operational deficiencies, and mitigation improvements are: ■ Waltman Lane/Central Drive and Meridian Road intersection • The intersection is anticipated to operate over capacity during the PM peak hour with an overall intersection volume to capacity (v/c) ratio of 1.24, which exceeds the ACHD 0.90 threshold. Multiple lane group v/c ratios are also anticipated to exceed the ACHD 1.00 threshold during the peak hours • The intersection is also anticipated to exceed ACHD minimum operational thresholds during the AM and PM shoulder hours • There are no improvements programmed at the intersection according to the current ACHD Capital Improvements Plan (CIP)or Integrated Five-Year Work Plan (IFYWP) • ACHD should establish a Priority Corridor Fund to collect mitigation fee from proposed developments in the area to construct the intersection improvements • The following minimum improvements are needed to mitigate 2026 background traffic operations to meet ACHD minimum operational thresholds: June 2022 3 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision-Meridian, Idaho o Construct an additional through lane on the southbound and northbound approaches o Construct an additional northbound left-turn lane o Restripe the eastbound through lane as a shared through/right-turn lane o Signal timing adjustments and modifications to allow overlap phases for right-turn movements on the northbound, southbound,and eastbound approaches • The intersection is anticipated to exceed ACHD minimum operational thresholds by 2023 with an additional background traffic increase of approximately 600 vehicles per hour(vph) during the PM peak hour beyond 2022 existing traffic o This traffic increase is equivalent to the construction of approximately 90,000 square feet of the MIC development • Without off-site traffic generated by the MIC development, the intersection is anticipated to meet ACHD minimum operational thresholds under 2026 build-out year background traffic conditions with the existing lane configurations with only signal timing adjustments 3.3 With 2026 background traffic,the Gander Drive and Linder Road intersection is not anticipated to warrant turn lanes based on ACHD turn lane guidelines 3.4 With 2026 background traffic, one study area roadway segment is anticipated to exceed ACHD level of service planning thresholds with the existing lane configuration. The study area roadway segment,level of service deficiencies, and proposed mitigation improvements are: ■ Waltman Lane between Ten Mile Creek and Meridian Road • This Waltman Lane segment corresponds to the segment along the MIC off-site development site frontages • The maximum peak hour directional volume is 745 vph westbound during the PM peak hour,which exceeds the 530 vph planning threshold for a three-lane collector street • This Waltman Lane segment also exceeds the level of service planning threshold during the shoulder hours • There are no programmed improvements on Waltman Lane according to the current ACHD CIP or IFYWP • Waltman Lane is identified in the Master Street Map (MSM) as a commercial collector street between Corporate Drive extension and Meridian Road • ACHD should establish a Priority Corridor Fund to collect mitigation fees from proposed developments in the area to construct the roadway improvements • The following improvements are needed to mitigate 2026 background traffic: o Widen to five lanes • This Waltman Lane segment is anticipated to exceed ACHD level of service planning threshold for a 3-lane collector street by 2024 with an additional background traffic increase of approximately 515 vph during the PM peak hour beyond 2022 existing traffic o This traffic increase is equivalent to the construction of approximately 250,000 square feet of the MIC development • Without off-site traffic generated by the Meridian Interchange Commercial, Waltman Lane is anticipated to meet ACHD level of service planning threshold under 2026 build-out year background traffic conditions with the existing lanes June 2022 4 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho 4.0 Improvements Needed to Mitigate 2026 Build-Out Year Total Traffic 4.1 With 2026 total traffic, one study area intersection is anticipated to exceed ACHD minimum operational thresholds analyzed with the existing intersection control and lane configuration. The intersection, operational deficiencies, and mitigation improvements are: ■ Waltman Lane/Central Drive and Meridian Road intersection • The intersection is anticipated to operate over capacity during the PM peak hour with an overall intersection v/c ratio of 1.40, which exceeds the ACHD 0.90 threshold. Multiple lane group v/c ratios are also anticipated to the ACHD 1.00 threshold during the peak hours • The intersection is also anticipated to exceed ACHD minimum operational thresholds during the AM and PM shoulder hours • There are no improvements programmed at the intersection according to the current ACHD CIP or IFYWP • Two mitigation options are proposed to mitigate 2026 total traffic impacts: o Option 1 —Widen the intersection: ■ Construct an additional through lane on the southbound and northbound approaches ■ Construct an additional northbound left-turn lane ■ Restripe the eastbound through lane as a shared through/right-turn lane ■ Signal timing adjustments and modifications to allow overlap phases for right-turn movements on the northbound, southbound, and eastbound approaches o Option 2—Pay a proportionate share of the development impacts into the Priority Corridor Fund to be established and determined by ACHD ■ The estimated Tanner Creek Subdivision site traffic portion of the 2026 total intersection traffic is approximately 2.7%in the AM peak hour and 2.6%in the PM peak hour ■ The estimated MIC off-site traffic portion of the 2026 total intersection traffic is approximately 14.8%in the AM peak hour and 16.6%in the PM peak hour • The intersection is anticipated to exceed ACHD minimum operational thresholds by 2023 with an additional traffic increase of approximately 600 vehicles per hour (vph) during the PM peak hour beyond 2022 existing traffic o This traffic increase is equivalent to the construction of approximately 75,000 square feet of the MIC development and 54 single-family lots in the Tanner Creek Subdivision • Without off-site traffic generated by the Meridian Interchange Commercial, the intersection is anticipated to meet ACHD minimum operational thresholds under 2026 build-out year total traffic condition with the existing lane configuration with only signal timing adjustments 4.2 With 2026 total traffic,none of the unsignalized study area intersections are anticipated to warrant turn lanes based on ACHD turn lane guidelines. 4.3 The estimated site traffic as a percentage of the 2026 total traffic at the study area intersections are: ■ Linder Road and Gander Drive intersection AM peak=5.5%,PM peak=7.5% ■ Corporate Drive and Waltman Lane intersection AM peak=33.1%,PM peak=32.2% ■ Waltman/Central and Meridian Road intersection AM peak=2.7%,PM peak=2.6% 4.4 With 2026 total traffic, one study area roadway segment is anticipated to exceed ACHD level of service planning thresholds with the existing lane configuration. The study area roadway segment, level of service deficiencies,and proposed mitigation improvements are: ■ Waltman Lane between Ten Mile Creek and Meridian Road • This Waltman Lane segment corresponds to the segment along the MIC site frontages June 2022 5 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision-Meridian, Idaho • The maximum peak hour directional volume is 867 vph westbound during the PM peak hour,which exceeds the 530 vph planning threshold for a three-lane collector street • This Waltman Lane segment also exceeds the level of service planning threshold during the shoulder hours • There are no programmed improvements on Waltman Lane according to the current ACHD CIP or IFYWP • Waltman Lane is identified in the MSM as a commercial collector street between Corporate Drive extension and Meridian Road • Two mitigation options are proposed to mitigate 2026 total traffic impacts: o Option 1 —Widen to five lanes o Option 2—Pay a proportionate share of the development impacts into the Priority Corridor Fund to be established and determined by ACHD ■ The estimated Tanner Creek Subdivision site traffic portion of the 2026 total traffic on the roadway segment is approximately 12.5%in the AM peak hour and 10.1% in the PM peak hour ■ The estimated MIC off-site traffic portion of the 2026 total traffic on the roadway segment is approximately 77.2%in the AM peak hour and 80.2%in the PM peak hour • The Waltman Lane segment is anticipated to exceed ACHD level of service planning threshold by 2024 with an additional traffic increase of approximately 515 vph during the PM peak hour beyond 2022 existing traffic o This traffic increase is equivalent to the construction of approximately 200,000 square feet of the MIC development, in addition to 83 single-family lots and 45 townhomes in the Tanner Creek Subdivision • Without off-site traffic generated by the MIC development, Waltman Lane is anticipated to meet ACHD level of service planning threshold under 2026 build-out year total traffic condition with the existing lanes 4.5 The estimated site traffic as a percentage of the 2026 total traffic on the study area roadway segments are: ■ Corporate Drive north of Waltman Lane AM peak=31.2%,PM peak=32.1% ■ Waltman Lane along the site frontage AM peak=43.2%,PM peak=41.9% ■ Waltman Lane east of the site to Meridian Road AM peak= 12.5%,PM peak= 10.1% 4.6 The proposed connection to Ruddy Drive will provide connectivities to Meridian Road. As a result, some traffic generated by the existing residential neighborhood west of the site will redistribute through the site to access Meridian Road: ■ Approximately 140 dwelling units within the existing neighborhoods are estimated to redistribute from Linder Road through the site via Ruddy Drive and Kearney Avenue to Waltman Lane ■ All existing neighborhood local roads are estimated to carry less than 1,000 ADT ■ With the neighborhood traffic redistribution, the estimated 2026 total ADT on Ruddy Drive is approximately 1,616 vpd and approximately 2,348 vpd on Kearney Avenue • Ruddy Drive and Kearney Avenue are both local roads without front-on housing ■ A speed study should be conducted on Pelican Drive and Gander Drive to determine if there are speeding issues and traffic calming measures are warranted 4.7 With the Ruddy Drive connection, no arterial traffic is expected to cut through the site and existing neighborhood ■ The existing route on the arterials is estimated to be faster than the cut-through routes through the site and existing neighborhood June 2022 6 j ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho 1 .0 INTRODUCTION CR Engineering,Inc.has been retained to prepare a traffic impact study(TIS)update for the proposed Tanner Creek Subdivision located on Waltman Lane in Meridian, Idaho. Figure 1.1 shows the site location and its vicinity. The original TIS was completed in March 2018 and was reviewed and accepted by ACHD. ACHD requires a TIS update to reflect the revised preliminary site plan, current traffic counts, and anticipated traffic growth in the area. This TIS update evaluates the potential traffic impacts resulting from background traffic growth, in-process developments in the area, and the proposed development, and identifies improvements to mitigate the impacts if needed. The scope of this TIS update is the same as the original TIS,which was determined through coordination with ACHD. Figure 1.1—Site Location and Vicinity JI` r ly _ -Y' Ustick Rd ___ _ - _Park 4 -- .. °k�E Ustick Rd . 2 - 77 7.3 - 'ark -- -._,. .ter - �� � NTS The .-1 Village D ' r�I Meridian LJ '•• p� - _- I I •�v Cherry Ln Meridian a-. :, Fir lew�Ave� !. - j f 'r. �r= tt- _ Meriden �hool i - T�� - J` x a ' i - rossro— Fuller Park - - .'` Meridian I ..r.-I _ I High_: -1 Pine-Me• y- p, i +. 2fldl E Pine Ave fl { - — - -`'W Franklin Rd 'T , - _ E.F,�anklin Rd r P Storey ljannertCreek Subdivision IL 'I Park 5 I ram•-. 'N L J r W tman Ln +"'� - - - - --- - 55 Cc r ti •. _- ' 55 1 'I 8d r--- i af -� ., Q u-- -W-Overland;Rd: ca , ___ a) E Overland Rdr. � a Li , ,.,' Mountain 'View High fix'7 tc haal - -' -' 7fJ Vietary Rd - - - - • - -E-dicta r Rd-, L June 2022 7 j ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho 1.1 Proposed Development Figure 1.2 shows the preliminary site plan for Tanner Creek Subdivision. Tanner Creek Subdivision is a proposed residential development estimated to contain 83 single-family lots, 45 townhomes, and 272 multifamily dwelling units. The expected build-out year is 2026 but may change depending on the market conditions. Tanner Creek Subdivision is planning to extend the Ruddy Drive stub road into the site, as well as improve Waltman Lane along the site frontage. Two accesses are proposed on Waltman Lane, Kearney Avenue serving the townhomes and single-family developments, and a driveway east of Corporate Drive serving the multifamily development. One stub road for emergency vehicle and pedestrian access is proposed on the eastern site boundary connecting to the in-process Meridian Interchange Commercial (MIC) development. Figure 1.2—Preliminary Site Plan Ir —_. o -.-:� WALTMAN LANE - e NTS l W.BROWN TROUT I]RII E ----- -----\ I a — - - Mendia Interchange HIM 11 — i 6_0 i rnercial W ILIDER DRIVE __(In-Process) nrAl i 4 i �wRuoovoelvE �r IIn nlli Y PARKARE0. apt lL v: —__— en(Ca 9;:7� UIII v W.BACKWOODS DR. _ _- *t11 fl nu b I+HI+D FT _ \ W_JA(KSNIPE DRIVE — — _ r INTERSTATE 84 June 2022 8 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho 1.2 Study Approach This TIS update is prepared in accordance with ACHD Policy, Section 7106—Traffic Impact Studies. The scope of this TIS update is the same as the original TIS which was determined through coordination with ACHD with inputs from COMPASS. The TIS scope of work correspondence is included in the appendix. 1.3 Study Area The following study area intersections and roadway segment were identified for traffic impact analysis: • Gander Drive and Linder Road intersection • Corporate Drive and Waltman Lane intersection(future) • Waltman Lane/Central Drive and Meridian Road/Main Street intersection • Proposed site access intersections • Waltman Lane segment east of the site • Eider Drive east of Pelican Way • Gander Drive east of Linder Road • Pelican Way south of Waltman Drive • Waltman Drive east of Pelican Way • Pintail Drive east of Spoonbill Avenue 1.4 Study Period The analysis periods are weekday AM and PM peak hours of operation of the transportation system. The analysis years traffic conditions are: ■ 2022 existing traffic ■ 2026 build-out year background traffic ■ 2026 build-out year total traffic 1.5 Analysis Methods and Performance Measure Thresholds Roadway segments under ACHD's jurisdiction were evaluated based on the level of service (LOS) planning thresholds in accordance with Table 2 of ACHD Policy Manual,Section 7106.The roadway segment planning level of service is based on the maximum peak hour directional volume for different roadway functional classifications, the number of through lanes, and the left-turn type. The planning level of service is LOS E for arterial streets and LOS D for collector streets. No LOS or hourly volume threshold for local streets is listed in the ACHD Policy Manual. The average daily traffic (ADT) on local streets should be less than 2,000. Intersection capacity analysis was performed using Synchro 10 (Version 10.3.151.0), which utilizes HCM6 methodologies. All parameters used in the analysis were based on existing data when available or Synchro default values,when not available. Existing signal timing data for the signalized intersection was obtained from ACHD. According to ACHD Policy Manual,the minimum operational threshold for unsignalized intersections is a volume to capacity(v/c)ratio of 1.00 for the critical lane group. Unsignalized intersections that are projected to operate at LOS D or worse require signal warrant analysis based on MUTCD guidelines. The minimum operational threshold for signalized intersections is a v/c ratio of 0.90 for the overall intersection and 1.00 for a lane group. The HCM6 methodology does not define an overall intersection v/c ratio as a measure of effectiveness (MOE) for signalized intersections. For this study, the overall intersection v/c ratio was estimated using Synchro based on HCM 2000 methodology. June 2022 9 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho 2.0 EXISTING CONDITIONS 2.1 Roadway Network, Intersection Control, and Lane Configuration Table 2.1 summarizes the study area roadway characteristics.The roadway functional classification is based on the COMPASS 2040 Functional Classification Map. Figure 2.1 summarizes the study area roadway segments and intersections. Corporate Drive and Waltman Lane are identified as commercial collector streets in the ACHD Master Street Map,but no data for right-of-way width or lane preservation was available. Table 2.1—Existing Roadway Characteristics Functional Number Posted Speed Pedestrian Facilities Roadway Classification of Lanes Limit(mph) Meridian Rd/Main St Principal Arterial 3-5 each 35 Sidewalk on both sides direction Partial sidewalk along developed frontages Linder Rd Principal Arterial 2 35 School zone flashers with a reduced 20 mph speed zone north and south of Waltman St School crossing on at Waltman St Waltman Ln Local(existing) 2 25 Sidewalk along developed frontage Collector future Corporate Dr Collector 2 25 Sidewalk along developed frontages Pintail Dr Local Road 2 25 Sidewalk and on-street parking on both sides Passive traffic calming roadway design Gander Dr Local Road 2 25 Sidewalk and on-street parking on both sides Pelican Wy Local Road 2 Un po5sted Sidewalk and on-street parking on both sides Waltman Dr Local Road 2 Un po5sted Sidewalk and on-street parking on both sides Eider Dr Local Road 2 Unposted Sidewalk and on-street parking on both sides (25) Passive traffic calming roadway design 2.2 Existing Traffic Volumes Weekday AM and PM peak hour traffic counts at the Gander Drive and Linder Road intersection was collected on January 25, 2022. The existing peak counts for the Waltman Lane/Central Drive and Meridian Road intersection was obtained from the MIC TIS collected on March 30,2021. The peak hour intersection turning movement counts 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. Existing turning movement counts are included in the appendix. The 2021 existing traffic volumes at the Waltman Lane/Central Drive and Meridian Road intersection were scaled up to 2022 by using a 2.5%growth rate on the Meridian Road/Main Street approaches and a 2%growth rate on the Waltman Lane and Central Drive approaches.Figure 2.2 summarizes the 2022 existing peak hour traffic volumes. 24-hour volumes for the study area roadways were also collected on January 25, 2022 and summarized in Figure 2.2. June 2022 10 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho Figure 2.1 —Existing Study Area Roadway Segments,Intersection Control, and Lane Configuration I . -I E Fair;ie�i A f--C I o r r v L n . . — a n ryle ridi. ryi idd le Li Sc hoo 177 r41 E?r i d i — High NTS �c hoo I ne- A L �j —4 Meridiall E Fline Ave 66 rra nkl I n-Rd EiFra nkl i n,RN C/) Storey I Pintpfl Dr Waltman Dr (0 -4— A 3 _j Lfn T SITE 4W. I 2� 84 Pelican Wy ct� Waltmbtn!Ln rla�d A— e�ltrr W.0ve r1a nd- d Eider Dr 16 Gander Dr&Linder Rd Corporate Dr&Waltman Ln Waltman Central&Meridian Rd 1 FUTURE INTERSECTION 0 0 June 2022 11 j ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho Figure 2.2—2022 Existing Peak Hour Traffic and ADT t_Cherry L � ryleridian ` - _� E F Ir'r I '& A d; ro Idd le r% rid ien ISchoo I — - _ - NTS F~ i High r - LJ E .Rine .A r . � _� I- �,, i LrP�ti' Franklin R ___ ,��. LEAF nr�I lir�,l do 1,147 _ cn Storey I _�• ' j Pintail Dr Waltman Dr odal k '- ti 117 'L 3C666 Gan er Dr E 30 5 7 84 r I Pelican Wy, Waltr--- Ln 4 412 land- . d: ' 210 ' ti - raarld`. •1 1 4 11 L I Ei r 31 Je 1 Gander Dr&Linder Rd ;2 Corporate Dr&Waltman Ln 30 Waltman 1 Central&Meridian Rd 164 12 3 1495 67 29 2 72 FUTURE INTERSECTION 0 ---- 0 4 1 159 1 r' 'o-) 1 ( ' 150 1 AM 0 1569 290 AM 1 Gander Dr&Linder Rd ;2 Corporate Dr&Waltman Ln 3 Waltman 1 Central&Meridian Rd 142 27 4 1809 164 16 5 173 FUTURE INTERSECTION 1 3 �0 5 �481 162 1 PM 8 1855 330 PM June 2022 12 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho 2.3 Intersection Crash Data The available most current five-year crash data (2016-2020) was obtained from the Local Highway Technical Assistance Council (LHTAC) website (http://gis.lhtac.org/safetyo. Table 2.2 summarizes the crash data statistics for the study area intersections. All study area intersections had crash rates below 1.00 crashes per million vehicles (ACC/MV) from 2016-2020. One fatal crash was reported on Linder Road 115 feet south of Gander Drive due to alcohol impairment driving into a tree at night. Table 2.2—Intersection Crash Data(2016-2020) Crash Severity Existing Total Crash Rate Intersection Crashes PDO I Injury Fatal Comments (ACC/W) Gander Dr 1O and 1 0 0 1 • Alcohol-impaired crash at night into tree 0.13 Linder Rd • 19(49%)rear-end, 11 (28)angle crashes Waltman/Central . 27(69%)crashes due to distracted driving,failure and 39 21 18 0 0.45 Meridian Rd to yield,following too close,or inattention • 21 (54%)crashes in NB direction 2.4 Roadway Segment Planning Level of Service The study area roadway segment of Waltman Lane west of Meridian Road was evaluated based on ACHD's level of service planning thresholds. Other study area local roads were evaluated based on a 2,000 ADT threshold. Table 2.3 summarizes the roadway segment level of service with the existing traffic volumes.The Waltman Lane segment currently meets ACHD level of service planning thresholds as a two/three-lane collector street. The Pintail Drive segment east of Linder Road is currently carrying 1,147 vehicles per day. The ADTs on other study area local roads are less than 1,000. Table 2.3—Roadway Segment Planning Level of Service—2022 Existing Traffic ACHD Peak Hour Meets Functional Planning Directional Volume LOS Classification Left-Turn Threshold [vph] ADT Planning Roadway Segment (No.of Lanes) Lane Type [vph] AM Peak PM Peak [vpd] Threshold? Waltman Ln West of Collector partial TL 425—530 EB=20 WB=19 210 Yes Meridian Rd (2-3) Pintail Dr East of Local None <2,000 ADT 1,147 Yes Linder Rd (2) Gander Dr East of Local None <2,000 ADT 666 Yes Linder Rd (2) Pelican Wy South of Local None <2,000 ADT 412 Yes Waltman Dr (2) Waltman Dr Pelican Eastof Local None <2,000 ADT 213 Yes Eider Dr Pelican Eastof Local None <2,000 ADT 231 Yes June 2022 13 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho 2.5 Intersection Operations To determine the existing traffic operations,the study area intersections were analyzed with the existing intersection control, lane configuration, and signal timing and with existing peak hour traffic volumes. Copies of the analysis reports are included in the appendix. Table 2.4 summarizes the intersection capacity analysis results.All study area intersections meet minimum operational thresholds under 2022 existing traffic conditions. Table 2.4-Intersection Operations-2022 Existing Traffic Intersection AM Peak Hour PM Peak Hour or Delay v/c Delay v/c Intersection Control/Lane Lane Group LOS [s/vehl Ratio LOS [s/vehl Ratio Gander Dr WB B 11 0.06 B 10 0.04 lO and NB - - - - - - Linder Rd } r SB A 8 0.02 A 8 0.03 Corporate Dr ' O and FUTURE INTERSECTION Waltman Ln Intersection B 19 0.57 D 53 0.81 EBL E 69 0.11 E 72 0.10 EBT - - - E 72 0.04 EBR E 71 0.14 E 74 0.22 �!!!� WBL E 66 0.76 E 78 0.91 Waltman Ln/Central Dr WBT - - - D 51 0.01 3O and Z o WBR E 70 0.75 E 66 0.72 Meridian Rd �}}}� NBL - - - E 80 0.50 III NBT B 19 0.59 E 67 0.92 NBR B 15 0.34 D 51 0.51 SBL E 76 0.81 F 96 0.89 SBT A 9 0.51 C 27 0.73 SBR A 6 <0.01 B 15 <0.01 2.6 Roadway Segment Mitigation All study area roadway segments currently meet level of service planning thresholds under 2022 existing conditions. As a result,no roadway capacity improvements are needed to mitigate existing traffic conditions. 2.7 Intersection Mitigation All study area intersections currently meet minimum operational thresholds under 2022 existing conditions. Turn lane analysis was evaluated at the Gander Drive and Linder Road intersection using ACHD turn lane guidelines. No turn lanes are warranted with the 2022 existing traffic volumes. As a result,no intersection improvements are needed to mitigate existing traffic conditions. June 2022 14 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho 3.0 2026 BUILD-OUT YEAR BACKGROUND TRAFFIC CONDITIONS 3.1 Roadway Network The study area roadways and intersections are expected to remain the same as the existing conditions. There are no roadway or intersection improvements programmed for construction by 2026 within the study area according to the ACHD FY2022-2026 Integrated Five-Year Work Plan (IFYWP) or ITD's FY2022-2028 Seven-Year Idaho Transportation Improvement Plan(ITIP). There are planned roadway and intersection improvements near the study area vicinity beyond the build-out year according to the ACHD 2020 Capital Improvements Plan (CIP) and the ACHD IFYWP summarized in Table 3.1. The MIC development is an in-process commercial development located in the southwest area of the Waltman Lane and Meridian Road intersection. The development is planning improve Waltman Lane along the site frontage and construct three approaches on Waltman Lane for site access. The development is also planning to construct Corporate Drive connecting to Waltman Lane. Table 3.1—Planned Improvements Within the Study Area Transportation Construction Plan Project Year Funding Linder Road—Franklin Road to Overland Road Future ACHD • Reconstruct/widen two to four/five lanes and install enhanced pedestrian/bike (Currently under Unfunded 2022-2026 IFYWP facilities.In addition,construct a four-lane overpass with coordination from design) the Idaho Transportation Department ACHD Linder Road—Franklin Road to Overland Road 2020 CIP • Reconstruct/widen to five lanes.Project does not include costs or work with 2036-2040 Unfunded ITD overpass 3.2 Background Traffic Future background traffic was estimated by extrapolating the 2022 existing traffic counts by the following annual growth rates based on COMPASS forecasts and other TIS in the area: • 2.0%per year on Linder Road,Waltman Lane, and Central Drive • 2.5%per year on Meridian Road and Main Street 0 No growth on other study area local roads Additionally, off-site traffic generated by the MIC in-process development was also included in the background traffic. A finalized version of the TIS was not available as of March 2022,but the most recent trip generation data was obtained from the consultant preparing the TIS for the project. A summary of the off-site traffic is included in the appendix. Figure 3.1 summarizes the estimated 2026 build-out year peak hour background traffic with the off- site traffic. June 2022 15 j ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho Figure 3.1 -2026 Build-Out Year Peak Hour Background Traffic t--Cf7.Y rry Ln fir. .. E F ir~r i '��r ' J ryle ridi. rl d, rvl idd le Sc hoo Nle rid inn -- NTS Hirsh ,I - e lj ne LJ M erl dlal7 E .11ine r& . F1 � + ills — - P 6. rranklln-Rd-�- - 1_ -'* I -EiF nr�I lirti RN TF= Storey I T �� Pinrl Dr - Waltman Dr r I r- 1 01r.o- ' r_ r 2 3 J SITE - �a�c�r Dr u Pelican Wyl I ct� -; k WaltmnlLn - {---r Co)verland 4. d: ca r l ___5 E Overland Eider Dr -= — Mountain 'V�$w Hig h - ��.ti' � �-I ��� �J.• .�ti r - .•x � ICJ :_�5. r - �.�� �_-: �C h�41 _ J 4 r J Je 1 Gander Dr&Linder Rd 2 Corporate Dr&Waltman Ln 3 Waltman 1 Central&Meridian Rd 178 12 0 46 155 1613 74 29 0 J 11—29 111 J 78 1 -4-1 14 — —23 4 208 -­\ r 172 1 r- v'*) 1 r' 162 1 AM AM 312 1693 320 AM 1 Gander Dr&Linder Rd 2 Corporate Dr&Waltman Ln 3 Waltman 1 Central&Meridian Rd 154 27 0 43 252 1858 181 16 0 J 52 261 188 5 -0-6 27 —25 0 458 521 1 r' v"4-) 1 r' 175 1 PM PM 391 1925 364 PM June 2022 16 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho 3.3 Roadway Segment Planning Level of Service The study area roadway segment of Waltman Lane west of Meridian Road was evaluated based on ACHD's level of service planning thresholds. Other study area local roads were evaluated based on a 2,000 ADT threshold. To determine the impacts from the MIC in-process development, Waltman Lane was broken up into two segments, with the divider at Ten Mile Creek corresponding to the Tanner Creek Subdivision's eastern site boundary and the MIC's western site boundary. Table 3.2 summarizes the roadway segment level of service with the projected 2026 background traffic volumes. The study area roadway segment of Waltman Lane east of the site to Meridian Road is anticipated to exceed ACHD level of service planning thresholds as a three-lane collector street. The ADTs on the study area local roads are expected to be less than 2,000. Table 3.2—Roadway Segment Planning Level of Service—2026 Build-Out Year Background Traffic Peak Hour ACHD Directional Volume Meets Functional Planning [vph] LOS Classification Left-Turn Threshold ADT ADT Planning Roadway Segment (No.of Lanes) Lane Type [vph] AM Peak PM Peak [vpdl Threshold? Along the site Collector None 425 EB=48 WB=69 1,115 Yes Waltman Ln frontage (2) East of the site Collector Partial TL 425—530 WB=496 WB=745 13,710 No to Meridian Rd (2-3) Pintail Dr East of Local None <2,000 ADT - 1,147 Yes Linder Rd (2) Gander Dr East of Local None <2,000 ADT - 666 Yes Linder Rd (2) Pelican Wy South of Local None <2,000 ADT - 412 Yes Waltman Dr (2) Waltman Dr PeEast of Lola 1 None <2,000 ADT - 213 Yes licaEider Dr PeEasnof Local None <2,000 ADT - 231 Yes 3.4 Intersection Operations To determine the 2026 background traffic operations,the study area intersections were analyzed with the existing intersection control and lane configuration. The AM peak hour cycle length for the Waltman Lane/Central Drive and Meridian Road intersection was increased to 150 seconds to match with ACHD Policy. Copies of the analysis reports are included in the appendix. Table 3.3 summarizes the intersection capacity analysis results. One study area intersection is expected to exceed minimum operational thresholds under 2026 background traffic conditions: 0 Waltman Lane/Central Drive and Meridian Road intersection June 2022 17 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision-Meridian, Idaho Table 3.3-Intersection Operations-2026 Build-Out Year Background Traffic Intersection AM Peak Hour PM Peak Hour Control/Lane or Off-Site Lane Delay v/c Delay v/c Intersection Improvements Group LOS [s/veh] Ratio LOS [s/veh] Ratio Gander Dr WB A 10 0.05 A 9 0.02 lO and NB - - - - Linder Rd SB A 8 0.01 A 8 0.02 EB - - - - - - Corporate Dr Oand �� y WB - - - - Waltman Ln SB A 9 0.05 A 9 0.05 Intersection E 74 0.79 F 245 1.24 EBL E 64 0.38 F 246 1.33 EBT E 62 0.09 E 67 0.25 EBR F 314 1.48 F 1842 4.89 11� WBL E 71 0.76 F 83 0.94 Waltman Ln/Central Dr ++ WBT E 65 0.19 D 51 0.08 O and ` WBR E 75 0.75 E 67 0.74 Meridian Rd �}}}� NBL F 365 1.64 F 372 1.64 III NBT D 40 0.72 F 88 1.03 NBR C 32 0.42 E 56 0.60 SBL F 87 0.81 F 189 1.17 SBT D 36 0.78 F 112 1.13 SBR C 24 0.24 D 40 0.49 3.5 Roadway Segment Mitigation With off-site traffic generated by the MIC development,the Waltman Lane segment between the site and Meridian Road is expected to exceed ACHD level of service planning thresholds as a three-lane collector street. This Waltman Lane segment is also anticipated to exceed ACHD level of service planning threshold during the shoulder hours as summarizes in Table 3.4. Shoulder hour volumes were estimated using the methodologies described in the latest edition of the Institute of Transportation Engineers (ITE) Trip Generation Manual. According to current ACHD IFYWP and CIP,there are no improvements program on Waltman Lane. ACHD may require the MIC development to construct improvements on Waltman Lane along their site frontage to mitigate the project impacts. Based on the projected 2026 background traffic,Waltman Lane would need to be widened to five lanes to meet planning level of service threshold. Full widening to five lanes may be infeasible by 2026. Therefore, ACHD should set up a Priority Corridor Fund to collect mitigation fee from proposed developments in the area. Based on additional analysis,the Waltman Lane west of Meridian Road is anticipated to exceed the level of service planning thresholds by 2024 with additional background traffic increase of approximately of 515 vph. This traffic increase is equivalent to the construction of approximately 250,000 square feet of the MIC development. Without the MIC development, this Waltman Lane segment is expected to carry less than 20 vehicles during the peak hours and meets the level of service planning threshold. June 2022 18 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision-Meridian, Idaho Table 3.4-Roadway Segment Planning Level of Service-2026 Shoulder Hour Background Traffic ACHD Shoulder Hour Meets Functional Planning Directional Volume LOS Roadway Classification Left-Turn Threshold [vphl Planning Segment (No.of Lanes) Lane Type [vphl AM-1 AM+11 PM-1 1 PM+1 Threshold? Waltman Ln Collector None 425-530 WB=209 WB=643 EB=703 EB=651 No Fast of the site to Meridian Rd (2-3) 3.6 Intersection Mitigation One study area intersection is expected to exceed ACHD minimum operational thresholds under 2026 peak hour background traffic conditions. No turn lanes are warranted at the unsignalized study area intersections based on ACHD turn lane guidelines. The intersection,operational deficiencies, and improvements needed to mitigate 2026 background traffic operations are summarized below. Waltman Lane/Central Drive and Meridian Road Intersection The Waltman Lane/Central Drive and Meridian Road intersection is expected to exceed ACHD minimum operational thresholds during the peak hours. The intersection is anticipated to operate over capacity during the PM peak hour with an overall intersection v/c ratio of 1.24. Several lane group v/c ratios also exceed 1.00 during the PM peak hour. The intersection is also anticipated to exceed minimum operational thresholds during the shoulder hours as summarized in Table 3.5. Table 3.5-Waltman/Central and Meridian Road Intersection-2026 Background Traffic(Shoulder Hours) AM Shoulder Hours PM Shoulder Hours Intersection 6-7 AM 9-10 AM 3-4 PM 6-7 PM Control/ or v/c v/c v/c We Intersection Lane Lane Group LOS Delay Ratio LOS Delay Ratio LOS Delay Ratio LOS Delay Ratio Intersection C 21 0.49 F 123 0.74 F 219 1.12 F 192 1.07 EBL E 66 0.21 E 65 0.49 F 217 1.26 F 179 1.15 EBT E 65 0.05 E 62 0.11 E 67 0.25 E 67 0.23 EBR F 89 0.82 F 508 1.93 F 1725 4.63 F 1557 4.25 WBL E 73 0.71 E 73 0.71 E 75 0.89 E 75 0.89 Waltman Ln �!!!� WBT E 67 0.11 E 69 0.31 D 53 0.09 D 53 0.08 /Central Dr 3 and L WBR E 76 0.70 E 76 0.69 E 65 0.70 E 65 0.70 Meridian Rd - NBL E 71 0.88 F 623 2.23 F 378 1.66 F 321 1.53 NBT A 1 0.49 B 11 0.50 E 64 0.87 E 64 0.88 NBR A 1 0.29 B 10 0.27 D 52 0.51 D 52 0.51 SBL F 83 0.79 F 84 0.79 F 137 1.00 F 137 1.00 SBT C 23 0.50 C 27 0.53 D 51 0.91 D 52 0.92 SBR B 17 0.09 C 24 0.30 D 36 0.45 D 36 0.42 June 2022 19 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision-Meridian, Idaho There are no improvements programmed at the intersection according to the current ACHD IFYWP and CIP. The following minimum improvements are needed to mitigate 2026 background traffic operations to meet ACHD minimum operational thresholds: • Construct an additional through lane on the southbound and northbound approaches o Additional travel lanes will require an additional receiving lane on Meridian Road and Main Street • Construct an additional northbound left-turn lane o Will require an additional westbound receiving lane on Waltman Lane • Restripe the eastbound through lane as a shared through/right-turn lane group • Signal timing adjustments and modifications to allow overlap phases for right-turn movements on the northbound, southbound, and eastbound approaches Table 3.6 summarizes the intersection mitigation analysis results. The intersection and all lane groups are expected to meet ACHD minimum operational thresholds with the additional lanes. These addition lanes may not be feasible by 2026 due to right-of-way constraints and existing structures,to be determined by ACHD. ACHD should set up a Priority Corridor Fund to collect mitigation fee from proposed developments in the area to construct the intersection improvements. Based on additional analysis, these intersection improvements will be needed by 2023 with an additional background traffic increase of approximately 600 vph beyond the 2022 existing traffic. This traffic increase is equivalent to the construction of approximately 90,000 square feet of the MIC development. The MIC development may or may not be constructed by 2026. Additional analysis was conducted excluding the MIC development off-site traffic. Table 3.7 summarizes the intersection capacity analysis results without the MIC development. The Waltman Lane/Central Drive and Meridian Road intersection is anticipated to meet minimum operational thresholds with only signal timing adjustments. No intersections widenings are needed. Table 3.6—Waltman/Central and Meridian Road Intersection—2026 Build-Out Year Background Traffic Mitigation Intersection AM Peak Hour PM Peak Hour Control/Lane or Delay v/c Delay v/c Intersection Mitigation Lane Group LOS [s/vehl Ratio LOS [s/vehl Ratio Intersection C 31 0.57 E 61 0.85 EBL E 77 0.74 F 88 0.87 EBTR+EBR D 53 0.39 E 57 0.73 WBL F 99 0.88 F 94 0.98 -� �► WBT E 62 0.14 D 51 0.09 Waltman/Central WBR E 67 0.57 E 70 0.77 30 and _ Meridian Rd Z� NBL E 78 0.94 F 94 0.99 NBT B 13 0.57 D 51 0.98 NBR A 9 0.37 B 19 0.48 SBL F 101 0.82 F 127 0.99 SBT C 27 0.58 E 58 0.95 SBR B 17 0.21 C 29 0.41 June 2022 20 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision-Meridian, Idaho Table 3.7—Waltman/Central and Meridian Road Intersection —2026 Build-Out Year Background Traffic (Without MIC Off-Site Traffic) Intersection AM Peak Hour PM Peak Hour(160s) or Delay v/c Delay v/c Intersection Control/Lane Lane Group LOS [s/veh] Ratio LOS [s/veh] Ratio Intersection B 14 0.60 D 51 0.87 EBL E 76 0.11 E 77 0.10 EBT A <1 <0.01 E 77 0.03 EBR E 79 0.12 E 79 0.21 III WBL E 72 0.77 F 93 0.97 Waltman Ln/Central Dr +++� WBT A <1 <0.01 D 54 0.01 3O and WBR E 76 0.76 E 74 0.76 Meridian Rd �}}}� NBL A <1 <0.01 F 84 0.52 III NBT A 8 0.62 E 58 0.99 NBR A 6 0.35 C 35 0.55 SBL F 87 0.81 F 113 0.93 SBT A 9 0.51 C 29 0.79 SBR A 5 <0.01 B 15 0.01 June 2022 21 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho 4.0 2026 BUILD-OUT YEAR TOTAL TRAFFIC CONDITIONS 4.1 Site Traffic 4.1.1 Trip Generation Site trip generation is estimated using the procedures recommended in the latest edition of the Trip Generation Manual (I I' Edition), published by the Institute of Transportation Engineers. Table 4.1 summarizes the site trip generation. The proposed development is estimated to generate approximately 2,961 trips per weekday with 188 trips during the AM peak hour and 244 trips during the PM peak hour. Table 4.1 —Build-Out Site Traffic Trip Generation Summary ITE Total Primary Trips Land Use Code Size Unit Trips Entering Exiting Weekday Daily(vpd) Single-Family Detached Housing 210 83 DU 850 50% 425 50% 425 Single-Family Attached Housing 215 45 DU 292 50% 146 50% 146 Multifamily Housing (Low-Rise) 220 272 DU 1,819 50% 909 50% 910 Weekday Daily Total Trips 2,961 1,480 1,481 Weekday AM Peak Hour(vph) Single-Family Detached Housing 210 83 DU 63 26% 16 74% 47 Single-Family Attached Housing 215 45 DU 18 31% 5 69% 13 Multifamily Housing (Low-Rise) 220 272 DU 107 24% 25 76% 82 Weekday AM Peak Hour Total Trips 188 46 142 Weekday PM Peak Hour (vph) Single-Family Detached Housing 210 83 DU 83 63% 52 37% 31 Single-Family Attached Housing 215 45 DU 23 57% 13 43% 10 Multifamily Housing (Low-Rise) 220 272 DU 138 63% 87 37% 51 Weekday PM Peak Hour Total Trips 244 152 92 4.1.2 Trip Capture, Pass-by Trips, and Modal Split Based on the proposed land uses,the development is not expected to retain a significant amount of the trips within the site. No reduction for internal capture trips was assumed in the traffic analysis. In addition,the development is not expected to generate pass-by trips. All trips generated by the development were assumed to be made by commercial and personal vehicles. 4.1.3 Trip Distribution and Assignment Site traffic was distributed and assigned to the external roadway system based on the current travel patterns, site layout, and the general location of the site within the area. Figure 4.1 summarizes the estimated site traffic distribution patterns. Figure 4.2 and Figure 4.3 summarize the estimated AM and PM peak hour site traffic with the proposed access as shown in the preliminary site plan. 4.2 Total Traffic Tanner Creek Subdivision will connect to Ruddy Drive which will provide connectivities to Meridian Road. As a result, some of the existing homes with the existing neighborhoods west of the site will redistribute through the site to access Meridian Road via Waltman Lane. Approximately 140 dwelling units are assumed to redistribute through the site compared to 190 dwelling units assumed in the original TIS. Trips generated by these redistributed homes are accounted for at the study area intersections. Figure 4.4 and Figure 4.5 summarize the estimated 2026 build- out year AM and PM peak hour total traffic at each study area intersection.Table 4.2 summarizes the proportionate share of the build-out site traffic at each study area intersection for both Tanner Creek Subdivision and MIC in- process development. June 2022 22 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho Table 4.2-Build-Out Site Traffic Percentage of 2026 Total Traffic % Tanner Creek of 2026 Total Traffic %MIC of 2026 Total Traffic Intersection AM Peak PM Peak Average Average PM Peak Average Gander Dr O and 5.5% 7.5% 6.5% 0% 0% 0% Linder Rd Corporate Dr O and 33.1% 32.2% 32.6% 28.2% 26.6% 27.4% Waltman Dr Waltman/Central O and 2.7% 2.6% 2.6% 14.8°% 16.6°% 15.7% Meridian Rd Figure 4.1 -Site Traffic Distribution Patterns 1,.Vw Owl {NTS 2. Ll ti-,3 - 'tman Ln r. Ow 53 4. ak Y f ' yy.yyyy��yy P , n 5 - - 10% _ , - - . 1=84 = " _ -.- 33% [t.[H +�,1[J•ii �� •.r'J, i.-.. f- r C �q �,_ - ,� s.e rya-_ ..• � � �. •A�•lE*I F i l - M June 2022 23 j ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho Figure 4.2-2026 Build-Out Year AM Peak Hour Site Traffic t--Cf7.Y rry Ln fir. .. E F ir~r i '��r ' J ryle ridia n d, rvl idd le Nle rid inn -- NTS High ,I - ne- M eri dial? E .Flinn Ave . LJ '•mot= — --- i - -� - I J �, �.. �� I I -6 �kr�i Ili Iti' — �"- jti r l�l 1b 4 — 1=ranl lln Rd �' 1- - * yEiF nr�Ilia RN T ,� _ Pintail Dr Waltman Dr .� _ 2. _-_% I r rf01 r�..� _ .i j i r L7- , �1 3 � t - - - �7, -bander Dr Pelican Wyl y�� y Waltm'nl Ln y, rY4.Overland• . d: i �- fist ` Eider Dr r I 1 1 Gander Dr&Linder Rd 2 Corporate Dr&Waltman Ln 3 Waltman I Central&Meridian Rd 0 5 3 5 4 0 0 �14 10 J `-16 14 J 0 41 —13 13 4 �0 75 �0 0 0 25 0 0 4 Kearney Ave&Waltman Ln 5 Multifamily Access&Waltman Ln 6 Ruddy Dr Connection 0 .0­0 41 —13 5 14 0 ; �16 5 ; (-20 0 51 16 61 June 2022 24 j ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho Figure 4.3—2026 Build-Out Year PM Peak Hour Site Traffic t-: r fI r r'V Ln �r. .. -� ��' E F i rr i '��r ' J . r,�leridit�rl •• � rvl idd leSc hoo 177 Li Nle rid� izin. -- NTS Hirsh ,I •— ne- M eri dial? E Fline r� . '•mot= — --- i - -� - I J �, �.. �� I I 0A �krl - P r l�l b k�I�If r I- -k-_ . .. .166 — rranklln-Rd -EiF nr�klin RN T ,r _ i to Storey i 1 r: Pintail Dr Waltman Dr r- I r .irf` 1 4 2 5 3 � Cr �ti, � t - - - _j tidt?r Dr 6 SITE ,:- -- Sd r = ' I Pelican Wyl I I � y�� O y Waltm nl Ln l Y4 ikJverlar'Id' d: i 4� r l :_� �? �- fis1�d` Eider Dr A _nte'Ql r I 1 1 Gander Dr&Linder Rd 2 Corporate Dr&Waltman Ln 3 Waltman I Central&Meridian Rd 0 15 11 17 15 0 0 �9 7J �10 9 0 26 —44 8 ---- 14 �0 49 �0 1 r' '*) 1 r' 0 0 80 0 0 4 Kearney Ave&Waltman Ln 5 Multifamily Access&Waltman Ln 6 Ruddy Dr Connection 0 -.4-0 26 —44 15 9 0 � �55 17 � �65 0 33 10 40 June 2022 25 j ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho Figure 4.4-2026 Build-Out Year AM Peak Hour Total Traffic t--Cf7.Y rry Ln fir. .. E F ir~r i '��r ' J ryle ridia n d, rvl idd le Nle rid inn -- NTS Hirsh ,l - ne- M eri dial? E .Fline Ave . LJ jti r l�l b 1=ranl'<Iln-Rd-�- - yEAF nr�I lirti RN I T �� U) Storey 1 Pinrl Dr �,_� c E _ - Waltman Dr F`wK L��r L. ti I r I r- 1 r NN — r I _ L_, 1 4 2 5 3 - C, ! tart4r Dr SITE Pelican Wyl I � -; kfy WaltmnlLn - {- --rIerland 4. d: ca r l ___5 C^: rla nd Eider Dr -= A Mountain — 'V�$w Hig h - At J ' -Lrr -i-. 1=4-1i 1 Gander Dr&Linder Rd 2 Corporate Dr&Waltman Ln 3 Waltman 1 Central&Meridian Rd 167 13 3 51 167 1613 74 32 10 J 45 148 — 78 117 —40 34 — 30 4 328 172 1 r- v -) 1 r' 130 1 352 1693 320 4 Kearney Ave&Waltman Ln 5 Multifamily Access&Waltman Ln 1 1 163 — —68 0 ; �42 5 ; r20 0 126 16 61 June 2022 26 j ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho Figure 4.5-2026 Build-Out Year PM Peak Hour Total Traffic t--Cf7.Y rry Ln fir. .. E F ir~r i '��r ' J ryle ridia n d, rvl idd le Nle rid inn -- NTS Hirsh ,I - ne- M eri dial? E .Fline Ave . LJ jti I 1=ranl lln Rd-�- - 1_ _ W� - yEAF nr�ICRN IU) E}l�r$Pinrl Dr �, � c _Waltman Dr F`wKL��r _ y-. . ti I r I r- 1 r NN — r I _ L_, 1 4 2 5 3 - C, ! tan4r Dr SITE Pelican Wyl I � -; kfy WaltmnlLn - {- --rIerland 4. d: ca r l ___5 C^: rla nd Eider Dr -= A Mountain — 'V�$w Hig h - A. I � I 'I , ti C� I ..A 1 Gander Dr&Linder Rd 2 Corporate Dr&Waltman Ln 3 Waltman I Central&Meridian Rd 117 30 11 60 295 1858 181 11—18 7 J 62 285 J 188 81 —136 40 48 0 537 521 153 1 520 1925 364 4 Kearney Ave&Waltman Ln 5 Multifamily Access&Waltman Ln 5 -4-6 124 —188 0 �141 17 �65 0 83 10 40 June 2022 27 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho 4.3 Roadway Segment Planning Level of Service The study area roadway segments of Waltman Lane west of Meridian Road were evaluated based on ACHD's level of service planning thresholds. Other study area local roads were evaluated based on a 2,000 ADT threshold. Table 4.3 summarizes the roadway segment level of service with the projected 2026 build-out year total traffic volumes, including the neighborhood redistribution traffic from the existing dwelling units west of Tanner Creek Subdivision through the Ruddy Drive connection.The study area roadway segment of Waltman Lane east of the site to Meridian Road is anticipated to exceed ACHD level of service planning thresholds as a three-lane collector street. The ADTs on the study area local roads are expected to be less than 2,000. The ADT on Pintail Drive is expected to decrease as the neighborhood traffic redistributes to the east with the Rudy Drive connection. Table 4.3-Roadway Segment Planning Level of Service-2026 Build-Out Year Total Traffic Peak Hour ACHD Directional Volume Meets Functional Planning [vph] LOS Classification Left-Turn Threshold ADT ADT Planning Roadway Segment (No.of Lanes) Lane Type [vph] AM Peak PM Peak [vpd] Threshold? Along the Collector None 425 EB=224 WB=253 2,752 Yes site frontage (2) Waltman Ln East of the site Collector Partial TL 425-530 WB=555 WB=867 16,375 No to Meridian Rd (2-3) Pintail Dr East of Local None <2,000 ADT 581 Yes Linder Rd (2) Gander Dr East of Local None <2,000 ADT 771 Yes Linder Rd (2) Pelican Wy South of Local None <2,000 ADT 853 Yes Waltman Dr (2) Waltman Dr Pelican Eastof Lora 1 None <2,000 ADT 347 Yes Eider Dr Pelican Eastof Local None <2,000 ADT 767 Yes 4.4 Intersection Operations To determine the 2026 build-out year total traffic operations, the study area intersections were analyzed with the existing intersection control and lane configuration. Copies of the analysis reports are included in the appendix. Table 4.4 summarizes the intersection capacity analysis results. One study area intersection is expected to exceed minimum operational thresholds under 2026 total traffic conditions: 0 Waltman Lane/Central Drive and Meridian Road intersection June 2022 28 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho Table 4.4-Intersection Operations-2026 Build-Out Year Total Traffic Control/Lane Intersection AM Peak Hour PM Peak Hour Off-Site or Delay v/c Delay v/c Intersection Improvements Lane Group LOS [s/veh] Ratio LOS [s/veh] Ratio Gander Dr WB A 9 0.05 A 9 0.02 lO and NB - - - - Linder Rd } r" SB A 8 0.01 A 8 0.02 Corporate Dr EB A 7 0.01 A 8 0.01 Oand ��' y WB - - - - Waltman Ln SB B 10 0.08 B 11 0.11 Intersection F ill 0.89 F 317 1.40 EBL E 65 0.50 F 297 1.45 EBT E 63 0.21 E 68 0.37 EBR F 686 2.33 F 2221 5.73 III WBL E 71 0.76 F 83 0.94 Waltman Ln/Central Dr +++� WBT E 66 0.24 D 51 0.16 3O and * WBR E 75 0.75 E 67 0.74 Meridian Rd -AIr NBL F 341 1.58 F 615 2.19 NBT D 52 0.72 F 88 1.03 NBR D 43 0.42 E 56 0.60 SBL F 101 0.82 F 189 1.17 SBT D 39 0.82 F 112 1.13 SBR C 27 0.27 D 42 1 0.58 4.5 Roadway Segment Mitigation The Waltman Lane segment east of the site to Meridian Road is expected to exceed ACHD level of service planning thresholds as a three-lane collector street. Since this Waltman Lane segment exceeded ACHD level of service planning threshold under 2026 background traffic during the shoulder hours,it will also exceed the threshold under 2026 total traffic during the shoulder hours. There are no improvements programmed on Waltman Lane. Based on the projected 2026 total traffic, Waltman Lane east of the site to Meridian Road would need to be widened to five lanes to meet planning level of service thresholds. Full widening to five lanes may be infeasible by 2026. Therefore, the developer should pay a proportionate share of the development impacts into a Priority Corridor Fund to be established and determined by ACHD. Based on additional analysis,the Waltman Lane west of Meridian Road is anticipated to exceed the level of service planning thresholds by 2024 with an additional traffic increase of approximately 515 peak hour trips. This traffic increase is equivalent to the construction of approximately 200,000 square feet of the MIC development plus 83 single-family lots and 45 townhomes in the Tanner Creek Subdivision Without the MIC development, this Waltman Lane segment is expected to carry less than 250 vehicles during the peak hours and meets the level of service planning threshold. Table 4.5 summarizes the proportionate share of the Tanner Creek Subdivision site traffic and MIC off-site traffic on the study area roadway segments. June 2022 29 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho Table 4.5—Build-Out Site Traffic Percentage of 2026 Total Traffic %Tanner Creek %MIC of 2026 Total Traffic of 2026 Total Traffic Intersection AM Peak PM Peak Average AM Peak PM Peak Average Corporate Dr north of Waltman Ln 31.2% 32.1% 31.7% 68.8% 67.9% 68.3% Waltman Ln along the site frontage 43.2% 41.9% 42.6% 23.7% 22.8% 23.2% Waltman Ln east of site to Meridian Rd 12.5% 10.1% 11.3% 77.2% 80.2% 4.6 Intersection Mitigation One study area intersection is expected to exceed minimum operational thresholds under 2026 total traffic conditions. No turn lanes are warranted based on ACHD turn lane guidelines. The intersection, operational deficiencies, and improvements needed to mitigate 2026 total traffic conditions are discussed below. Waltman Lane/Central Drive and Meridian Road Intersection The Waltman Lane/Central Drive and Meridian Road intersection is expected to exceed ACHD minimum operational thresholds during the peak hours. The intersection is anticipated to operate over capacity during the PM peak hour with an overall intersection v/c ratio of 1.40. Several lane group v/c ratios also exceed 1.00 during the PM peak hour. The intersection is also anticipated to exceed minimum operational thresholds during the shoulder hours. There are no improvements programmed at the intersection according to the current ACHD IFYWP and CIP. The following minimum improvements are needed to mitigate 2026 total traffic operations to meet ACHD minimum operational thresholds: • Construct an additional through lane on the southbound and northbound approaches o Additional travel lanes will require an additional receiving lane on Meridian Road and Main Street • Construct an additional northbound left-turn lane o Will require an additional westbound receiving lane on Waltman Lane • Restripe the eastbound through lane as a shared through/right-turn lane group • Signal timing adjustments and modifications to allow overlap phases for right-turn movements on the northbound, southbound, and eastbound approaches Table 4.5 summarizes the intersection mitigation analysis results. All lane groups are expected to meet ACHD minimum operational thresholds with the additional lanes. The overall intersection v/c ratio is 0.97 during the PM peak hour, exceeding ACHD's 0.90 threshold. As noted, the HCM6 methodology does no defined an overall intersection v/c ratio for signalized intersection. These additional lanes may not be feasible by 2026 due to right-of-way constraints and existing structures, to be determined by ACHD. Therefore,the developer should pay a proportionate share of the development impacts into the Priority Corridor Fund to be established and determine by ACHD. Based on additional analysis, these intersection improvements will be needed by 2023 with an additional traffic increase of approximately 600 vph beyond the 2022 existing traffic. This traffic increase is equivalent to the construction of approximately 75,000 square feet of the MIC development and 54 single-family lots in the Tanner Creek Subdivision. June 2022 30 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision-Meridian, Idaho Table 4.5-Waltman/Central and Meridian Road Intersection-2026 Build-Out Total Traffic Mitigation Intersection AM Peak Hour PM Peak Hour Control/Lane or Delay v/c Delay v/c Intersection Mitigation Lane Group LOS [s/vehl Ratio LOS [s/veh] Ratio Intersection D 38 0.64 E 66 0.97 EBL E 74 0.77 F 96 0.89 EBTR+EBR D 48 0.48 E 60 0.75 WBL E 77 0.80 F 98 0.97 �► WBT E 58 0.14 E 62 0.19 Waltman/Central 3O and �_ 0 t WBR E 61 0.43 F 98 0.88 Meridian Rd Z� NBL E 73 0.90 F 85 0.95 NBT C 28 0.62 D 53 0.90 NBR B 18 0.40 C 22 0.45 SBL F 81 0.81 F 105 0.91 SBT C 35 0.67 E 70 0.98 SBR C 22 0.25 D 35 0.49 The MIC development may or may not be constructed by 2026. Additional analysis was conducted excluding the MIC development off-site traffic. Table 4.6 summarizes the intersection capacity analysis results without the MIC development. The Waltman Lane/Central Drive and Meridian Road intersection is anticipated to meet minimum operational thresholds with only signal timing adjustments. The northbound through and eastbound right-turn lane groups minimally exceed ACHD 1.00 v/c ratio thresholds in the PM peak hour when the cycle length remains at 150 seconds but meets ACHD thresholds with a cycle length of 190 seconds. No intersection widenings are needed. Table 4.6-Waltman/Central and Meridian Road Intersection-2026 Build-Out Year Total Traffic (Without MIC Off-Site Traffic) Intersection AM Peak Hour PM Peak Hour or Delay v/c Delay v/c Intersection Control/Lane Lane Group LOS [s/veh] Ratio LOS [s/veh] Ratio Intersection C 33 0.60 E 71 0.86 EBL E 62 0.13 F 84 0.15 EBT E 62 0.13 F 84 0.13 EBR F 104 0.87 F 139 0.88 WBL E 72 0.76 F 109 0.98 Waltman/Central 'J111�- WBT E 64 0.06 E 65 0.09 3O and 0 t WBR E 75 0.76 F 87 0.77 Meridian Rd NBL E 76 0.79 F 113 0.90 NBT C 28 0.73 F 69 1.00 NBR C 22 0.42 D 41 0.55 SBL F 87 0.81 F 136 0.96 SBT C 24 0.67 E 57 0.94 SBR B 15 0.02 C 27 0.07 June 2022 31 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho 4.7 Intersection Queue Length Analysis Table 4.7 summarizes the 95t1i percentile queue length estimated for the Waltman Lane/Central Drive and Meridian Road intersection under 2026 total traffic conditions assuming an average vehicle length of 25 feet. A detailed summary of the 95'percentile queue length for each lane group is included in the Synchro analysis outputs. The lane groups with deficient storage and requiring additional improvements are: • Eastbound left-turn lane—additional 150 feet o Widening will require additional right-of-way o Percent site traffic in this movement is 10% in the AM peak hour and 3% in the PM peak hour of the 2026 total traffic • Eastbound right-turn lane—restripe through lane as shared through/right-turn lane and additional 300 feet o Widening will require additional right-of-way o Percent site traffic in this movement is 23% in the AM peak hour and 9% in the PM peak hour of the 2026 total traffic • Westbound left-turn lane—additional 275 feet o Widening will require additional right-of-way o No site traffic is anticipated in this movement • Westbound right-turn lane—additional 350 feet o There is no existing right-turn lane and will require additional right-of-way o No site traffic is anticipated in this movement • Northbound left-turn lane—construct an additional turn lane and add 150 feet of storage to both lanes o Widening will require additional right-of-way o Percent site traffic in this movement is 7% in the AM peak hour and 15% in the PM peak hour of the 2026 total traffic • Southbound left-turn lane—additional 250 feet o Widening will require additional right-of-way o No site traffic is anticipated in this movement • Southbound right-turn lane—additional 250 feet o There is no existing right-turn lane and will require additional right-of-way o Percent site traffic in this movement is 2% in the AM peak hour and 5% in the PM peak hour of the 2026 total traffic Table 4.7—Waltman/Central and Meridian Road Intersection Queue Storage—2026 Build-Out Year Total Traffic Mitigated Existing 95t'Percentile Storage Queue(ft) Additional Control/Lane Lane Length AM PM Storage Intersection Mitigation Group (ft) Peak Peak Needed(ft) Feasible? EBL 175 150 325 150 No,Widening Needed EBR 175 275 475 300 No,Widening Needed �J!llil� WBL 275 200 550 275 No,Widening Needed Waltman Ln/Central Dr o L WBR 75 150 425 350 No,Widening Needed O3 and Z+ Meridian Rd • ` NBL 325 275 475 150 No,Widening Needed � NBR 375 250 350 - - SBL 150 175 400 250 No,Widening Needed SBR 150 175 400 250 No,Widening Needed June 2022 32 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho 4.8 Site Access and Circulation Figure 4.6 summarizes site access, circulation, and average daily site traffic (ADT) estimated. Tanner Creek Subdivision is planning to construct two approaches on Waltman Lane and connecting to Ruddy Drive for site access. Tanner Creek Subdivision will improve one-half of the Waltman Lane along the site frontage. Waltman Lane is a collector street with a posted speed limit of 25 mph, which requires the following access spacing per ACHD Policy Section 7206.4.5: • 330 feet minimum separation for local streets • 245 feet minimum driveway separation for more than 200 ADT • 150 feet minimum driveway separation distance from a stop-controlled intersection The proposed Kearney Avenue is located approximately 330 feet west of Corporate Drive. The proposed multifamily access is located approximately 430 feet east of Corporate Drive and 650 feet west of a driveway in the MIC development. These proposed access locations meet ACHD access spacing requirements. The proposed multifamily driveway is estimated to carry approximately 1,637 ADT. Kearney Avenue north of Eider Drive is estimated to carry over 2,000 ADT. Kearney Avenue is a local road without front-on housing and is not identified as collector streets in the MSM. A variance to the ACHD Policy will be needed for Kearney Avenue for exceeding the 2,000 ADT for a local road. Traffic calming measures should be installed on all internal local roads having straight segments greater 750 feet as shown in Figure 4.6. Specific traffic calming measures will need to be verified and approved by ACHD. Turn lane warrants were evaluated at the proposed site access intersection using ACHD turn lane guidelines. See the appendix for turn lane warrant worksheets. No turn lanes are warranted at the site access intersections under 2026 build-out year total traffic operations. Table 4.8 summarizes the site access intersection capacity analysis results. All proposed site access intersections are expected to meet minimum operational thresholds. The proposed site access intersections on Waltman Lane are estimated to have adequate intersection sight distance exceeding the 280-feet minimum requirement for a 25-mph roadway. Building setback and landscape design should not obstruct intersection sight distance and should be verify during construction. Table 4.8—Site Access Intersection Operations—2026 Build-Out Year Total Traffic Intersection AM Peak Hour PM Peak Hour Control/Lane or Delay v/c Delay v/c Intersection Site Improvements Lane Group LOS [s/veh] Ratio LOS [s/veh] Ratio EB - - - - - - Kearney Ave _' 'V 4O and WB A 7 0.03 A 8 0.10 WaltmanLn y NB A 9 0.13 A 9 0.09 EB - - - - - - Multifamily Access SO and WB A 8 0.02 A 8 0.05 Waltman Ln Y� NB A 10 0.11 B 10 0.07 June 2022 33 j ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision-Meridian, Idaho Figure 4.6—Proposed Site Access,Circulation,Internal Road ADT, and Traffic Calming _ 330' '" 430' 650'WALT — -- - Y r , Waltman Ln NTS_ - VTROUT DRIVE~� ----- -- - i M ridia n r hange � .,, Co rAal W.EIDERDRIVE LLI p -_J —Sita ) FL RUDDY DRIVE • I ~ • a��v rr�e } i -i___L_J1L - - PARK AREA ' W.RACKIMOODS DR. v _ � --- �►,--- 'I — � ar 111NI1I ILINIII ALII \ W WKSNIPE DRIVE % - L Legend: • Roadway segment needing INTERSTATE 84 1•84 traffic calming ADT 4.9 Neighborhood Traffic Redistribution and Potential Cut-Through Traffic Tanner Creek Subdivision is planning to connect to Ruddy Drive which will provide connectivitie . to Meridian Road. As a result,some traffic generated by the existing neighborhood west of the site will be redistributed through the site to access Meridian Road. Approximately 140 dwelling units within the existing neighborhoods west of the site are estimated to redistribute from Linder Road to Waltman Lane through the site. Figure 4.7 summarizes the estimated neighborhood traffic redistribution. The existing neighborhood local roads adjacent to the western site boundary are expected to see a traffic increase, while local roads at the Linder Road intersections are expected to see a traffic decrease. All existing neighborhood local roads are anticipated to carry less than 1,000 ADT. Most existing local roads within the neighborhood have traffic calming measures built in with nonlinear designs or having straight segments less than 750 feet. Pelican Drive and Gander Drive have straight segments exceeding 750 feet and may need traffic calming measures. It is recommended that a speed study be conducted on Pelican Drive and Gander Drive under build-out conditions to determine if there are speeding issues and traffic calming measures are warranted. June 2022 34 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision-Meridian, Idaho The proposed Ruddy Drive connection will also provide potential alternate routes between Franklin Road and Meridian Road through the site and the existing neighborhood. However, it is not expected that these potential cut through routes will attract external traffic from the adjacent arterials to cut through the site and neighborhood. The potential cut through routes through the site and neighborhood are not directly continuous and will require numerous turns and travel out of direction on local streets at a low speed. A summary of the travel time estimate is included in the appendix. Based on the travel time estimate,the existing route on the arterials is faster than the cut-through routes through the site and neighborhood. Therefore,no arterial traffic is expected to cut-through through the site and neighborhood with the Ruddy Drive connection. Figure 4.7—Local Road ADT with Neighborhood Traffic Redistribution 9 1 147 , 666 213 -283 410 94 235 " 189 230 I 1,320 . r � - 4 0 283 -471 1,320 _ . S I 142 424 1 rU v� 660 = 1-§4 Legend: ### Existing ADT M Site-Generated ADT ### Neighborhood Redistribution ADT June 2022 35 j ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho APPENDIX A: SCOPE June 2022 A ENGINE RING, INC. 181 E 50th Street Garden City, ID 83714 (208) 841-4996 MEMORANDUM - TIS UPDATE SCOPE DATE: March 17, 2022 TO: Paige Bankhead,EI Ada County Highway District(ACHD) FROM: Chhang Ream,P.E.,PTOE CR Engineering, Inc. PROJECT: Tanner Creek Subdivision Meridian,Idaho SUBJECT: Traffic Impact Study Update Scope and Assumptions Tanner Creek Subdivision is a proposed residential development located on Waltman Lane and west of Meridian Road in Meridian,Idaho. The original traffic impact study(TIS)for the project was completed in March 2018 and was reviewed and accepted by ACHD. The revised site plan generally remained the same as the original site plan except for: ■ The total dwelling units is reduced from 409 to 400 dwelling units ■ Construct an emergency and pedestrian connection across the Ten Mile Creek Based on our coordination with ACHD,the scope of work for the TIS update remains the same as the original TIS. New traffic counts are required for the TIS update. This memorandum summarizes TIS update scope of work and assumptions. 1. PROPOSED DEVELOPMENT AND SITE ACCESS (Figure 1 shows preliminary site plan) ■ 83 single-family lots ■ 45 townhouse lots ■i 272 multifamily dwelling units ■ Proposed access includes: • Two full access approaches on Waltman Lane(local road west of Corporate Drive) • Stub road connection to Ruddy Drive to the west 2. SITE TRIP GENERATION(Trip generation summarized in Table 1) ■ Based on the Institute of Transportation Engineers (ITE) Trip Generation Manual (11' Edition), the development is estimated to generate approximately 2,961 trips per weekday, 188 trips in the AM peak hour, and 244 trips in the PM peak hour ■ No pass-by or internal capture trips are expected with the proposed land uses ■ Mode split will be passenger and commercial vehicles ■ Figure 2 shows the estimated site traffic distribution patterns S:Iprojectsl22-03 Tanner Creek SubdivisionWoc7anner Creek Sub-TIS Scope.docx Page 1 of 5 � �, • - - r i • �� .__. !� •� •• ,• ®� �` 4 Y �o � � ® v �0 '� '' � '� �M - �.� •© 111 111 �� - � � :1�; . ��� �0 '�. , . . . � � . .y _ _ ��� 1111111 . o � � . - „��! �► � . : �� �_ � ®_ �: � � . ; � � � . ® a , , , .� � p , , s - .. � ,� • ■ ■ � s � � � � � � �� � � � � � ■� �; ® , � M� . . . .� �I �► .� w ... ,rrm ENGINE RING, INC. Table 1—Site Trip Generation Summary ITE Total Primary Trips Land Use Code Size Unit Trips Entering Exiting Weekday Daily(vpd) Single-Family Detached Housing 210 83 DU 850 50% 425 50% 425 Single-Family Attached Housing 215 45 DU 292 50% 146 50% 146 Multifamily Housing (Low-Rise) 220 272 DU 1,819 50% 909 50% 910 Weekday Daily Total Trips 2,961 1,480 1,481 Weekday AM Peak Hour(vph) Single-Family Detached Housing 210 83 DU 63 26% 16 74% 47 Single-Family Attached Housing 215 45 DU 18 31% 5 69% 13 Multifamily Housing (Low-Rise) 220 272 DU 107 24% 25 76% 82 Weekday AM Peak Hour Total Trips 188 46 142 Weekday PM Peak Hour(vph) Single-Family Detached Housing 210 83 DU 83 63% 52 37% 31 Single-Family Attached Housing 215 45 DU 23 57% 13 43% 10 Multifamily Housing (Low-Rise) 220 272 DU 138 63% 87 37% 51 Weekday PM Peak Hour Total Trips 244 152 92 Figure 2—Estimated Site Traffic Distribution Patterns I 10 l % NTS L . - i 9% r F = Wa�Ln 72% _ •t o 04 53' , � ' [ a % ,r 10% Aps t r= 10% k-84 E6. " . 33% t 111 'X17 ills - _, _... T� •Y Y""•T 4 SgsY'�i~ 4 _ - � - - s §yyl gi j�h.; �n 10 P 1 S:Iprojectsl22-03 Tanner Creek SubdivisionldoclTanner Creek Sub-T7S Scope.docx Page 3 of 5 ENGINE RING, INC. 3. STUDY AREA INTERSECTIONS AND ROADWAY SEGMENTS Study Area Intersections: ■ Linder Road and Gander Drive intersection ■ Corporate Drive and Waltman Lane intersection(future) ■ Waltman Lane/Central Drive and Main Street/Meridian Road intersection ■ All proposed site access intersections(2) • Two accesses on Waltman Lane Study Area Roadway Segments: ■ Waltman Lane segment east of the site • This segment will be broken into west and east of Ten Mile Creek under background and total traffic conditions to more accurately reflect the off-site traffic impacts on this roadway segment ■ Eider Drive east of Pelican Way ■ Gander Drive east of Linder Road ■ Pelican Way south of Waltman Drive K Waltman Drive east of Pelican Way S Pintail Drive east of Spoonbill Avenue 4. DATA COLLECTION ■ Peak hour traffic counts for the Gander Drive and Linder intersections were collected on January 25, 2022, ■ Peak hour traffic counts for the Waltman Drive/Corporate Drive and Meridian Road intersection were obtained from the Meridian Interchange Commercial(MIC)TIS collected on March 30, 2021 ■ 24-hour counts were collected for the study area roadway segments ■ Five-year crash data was obtained from the Local Highway Technical Assistance Council interactive crash map(gis.lhtac.org/safety/) 5. ANALYSIS YEARS ■ 2022 existing traffic 01 2026 build-out year background traffic 01 2026 build-out year total traffic 6. ANALYSIS PERIODS ■ Weekday AM peak hour of the adjacent transportation system(7:00-9:00 am) ■ Weekday PM peak hour of the adjacent transportation system(4:00-6:00 pm) ■ Shoulder hours(one hour preceding or succeeding peak period) for intersections and roadway segments exceeding ACHD thresholds 7. ANALYSIS TOOLS AND METHODOLOGIES ■ Intersection capacity analysis will be performed using Synchro 10(version 10.3.151.0)with 2016 Highway Capacity Manual(HCM6)methodologies ■ Intersection v/c ratios for signalized intersections will be reported using HCM2000 methodologies, as HCM6 outputs do not provide intersection v/c ratios ■ Roadway segment analysis will be performed using ACHD roadway segment planning level of service thresholds outlined in ACHD Policy Manual Section 7106 S:Iprojectsl22-03 Tanner Creek SubdivisionWoc7anner Creek Sub-TIS Scope.docx Page 4 of 5 ENGINE RING, INC. 8. MINIMUM OPERATIONAL THRESHOLDS ■ ACHD unsignalized and signalized intersections—maximum v/c ratio of 1.00 for the lane group and 0.90 for the overall intersection ■ LOS D planning threshold for collector streets ■ 2,000 ADT for local streets 9. BACKGROUND TRAFFIC ESTIMATE ■ Background traffic growth will be estimated using the following annual growth rates based on COMPASS forecasted growth rates and similar to the MIC Tis: • 2.0%per year on Linder Road, Central Drive, and Waltman Lane • 2.5%per year on Meridian Road and Main Street • No growth on local streets ■ Off-site traffic generated by the proposed MIC in-process development will be included in background traffic volumes. The off-site traffic was not included in the 2017 TIS, as the development was not proposed at that time. Without inclusion of the off-site traffic,the volumes on Waltman Lane would be underestimated. 10. TRAFFIC IMPACT ANALYSIS ■ Review intersection crash data • Estimate crash rates • Review crash patterns ■' Conduct intersection capacity analysis for the analysis years traffic conditions ■ Conduct turn lane warrant analysis using ACHD turn lane guidelines ■ Summarize intersection 95'percentile queue length E Review compliance of development's accesses and internal roadways with ACHD Policy Section 7200 ■ Sight distance analysis at proposed site accesses ■' Recommend improvements needed to mitigate the impacts if necessary ■ Conduct phasing analysis to determine when mitigation improvements are needed ■� Conduct cut-through traffic and neighborhood traffic redistribution analysis 11. PLANNED IMPROVEMENTS WITHIN STUDY AREA(Table 2) Table 2—Planned Improvements Summary Transportation Plan Project Project Year Funding Linder Road—Franklin Road to Overland Road ACHD . Reconstruct/widen two to four/five lanes and install enhanced pedestrian/bike Future Unfunded 2022-2026 IFYWP facilities.In addition,construct a four-lane overpass with coordination from the Idaho Transportation Department ACHD Linder Road—Franklin Road to Overland Road 2020 CIP • Reconstruct/widen to five lanes.Project does not include costs or work with 2036-2040 Unfunded ITD overpass 12. PREPARE A REPORT SUMMARIZING THE RESULTS AND RECOMMENDATIONS S:Iprojectsl22-03 Tanner Creek SubdivisionWoc7anner Creek Sub-TIS Scope.docx Page 5 of 5 Waltman Development (2017 COMPASS Model Results) The following summarizes the results of an area of influence model run for a proposed development located south of Waltman Lane and west of Meridian Road. The proposed development will consist of 138 single family units and 312 multi-family units with an anticipated build out by 2025. See figure 1. L __ �2 Franklin Crest Wood a Crest s m Barreg s 3 Wood a Z� Louisvilie A�tle Pose 1021 n Green ad r f WE Barrett 1023 Autumn 0 �Y Park Calcite Fulmer n `a �a Mefganzer o a, Hanover 1022 1031 as Merga nzer �nh Pennwood m Pintaii _ n n aq �, Joshua tr�r x J Core toCorr o Bayeux x 1026 Warr c G Ganders n � g Waltman CD v Waltrnan 0 f Brown Trout m �� c P g o $( Eitl� H Q) U O rp COrq ,y m �� rRi O Verbena m Verbena ke o d 902' 1025 a Silver J rn n � Salmon ae�snpe ro Jacksnip C7 4 Interstate a Principal Arterial k Minor Arterial 4 1073 Sa�mo Country Collector m Terrace - - - - Proposed Collector F - - - - Propose Expressway Overland m Local o TAZ Boundary 3 Figure 1:TAZ 1024 Table 1 provides the existing demographics for TAZs 1024 and the demographics for the proposed development that were used for the area of influence model run. Table 1 2017 2025 with proposal 2040 HH Jobs HH Jobs HH Jobs TAZ 1024 32 49 482 131 42 458 The area of influence results for the proposed development are shown in figures 2. The 2040 peak hour results are shown in figures 3 and 4. Figure 2:Area of Influence, Peak hour demand contribution to the total peak hour demand for 2025 LL r.�d m � 7 J rw*jm Rd Frankin Rd Franklin Rd 1d 18 2.B 2.4 25 rranldlnRd FraffAWM R i [I] J GA N J 100 WaRmaoLn 10 Cdar a �r }' o�c 111 ,# {kn�r Dr 1 00 74,6 � r a � � o J � O � 1024 Iong CentroWJL74 27 'e.- 27 2,7 brerkirid Rd -T 9 1 Ove rk rd TU Figure 3:2025 Peak Hour Demand with Proposed Development u pmp a c_ — a 127 154 r,J rn ♦b 5F w;74 aP 5s _go ST 4J RJ till MI ST A 4? M, -UGDr G Z Yr ur z 73 22 173 173 rc rc " —M-Bs 1 Ti4� �U s � k=a s m rwaFrf z z FJ@nkJln Rd FIB nWIn Rd Franldrrm Rd FraFMn Rd FJBndln Rd Franklin Rd FJBnkJm A ® �F�nkw anlan MFranklin Rd G. 3 1' 131.�67 1E27 1903 1639 few la: 1773 c M LP1p 1665 1579 a E,P--' fi 7& 071 r 3 17 723 516 654 725 822 F�nklln Rd Rs AM Fid� Franklin Rd FrarFldn Rd F�nklln Rtl Wolin Rd FMnkJl�d Fiengrn �an1d,Rd FIBVM I� �, � � Franklin Rd a a a o u7 N pp 89 so 7 O EP MterDrrel3 WattsftYler St WaterU er St 0 34 64 =0 135 116 ' - as -- b q rc rc Fps S 4-129 55 m -_ 224 ' Ca1MME!pr WateriDwef S �Waterh7Aer 3t WatErbmm St ::J 8' 40 � m GBrrrerOr Fe nrwkxd a 1SE `}$ V9BJt min L. 0 R n a a `�' 35 $ n C81MJm12 ar 216 2 3ry� m.1ci ufMer r4 Ca�tra' m rider Or m_ "l 35 BUer "9 181 1a 2t 151{ Central Dr m 3d 35 Vhffii rren Ln r nm °° cro us +` 4 131 24 JEner z° sn 35 nr A w i-rvtral Dr 'DS 7 gpel -__,____a__1�4 m CertralDr 24 M Cep 1C124 W4 WB q'L79asaBr WB F84 WB 6572 7754 gas 26 78 934 - r i i94i 7p d964 F84 EB FB4 EB a 1$4 EB hrs4 EB F84 EB Overland Rd U FIBFU Ft O)erIBrq M OMFIIFtl R1 0�1&b 1% Overland Rd Overland Rd GerJ@rd FtlA uerbR]FU 4aer13r4 Rd Overlord Rd Oefb rd R1 01 343 325 low 1P12 1164 132L. 132e :'l' T5C5 1363 1M5 5'.E 241 269 W9 320 354_ u 437 4?? 51 _w 5e' 055 919 9C2 Overland Rd 01er5�FL-' �xerYrrd RI G1er�rrd M Qedarrr.t,j °h Overland Rd Overland Rd Aeftrd Ri aerIBrd Rd 4verUtd Rd n Overlord Rd UMM rd FU Ck i ii L� r1 - Figure 4: 2025 Peak Hour Demand without Proposed Development C C � rY u � rY jjQQ gg�� a a 67 bS 9 1wo S 40 c722 149 55 34 m74 Ea _ ar Tdr rFi C2. rs a o X 73 22 179 i 79 m c c $e9 ada q _ + 153 �42 7 +7 z M r a s FmnUn Rd Fmn14n R2 FmnKJln Rd Fradin Rd Fmndin Rd Franklin Rd FMnIG m' g ®rye !Frankl '� E aoklin Rd Franklin Rd M m m r 7 1329 1297 '.637 1093 1649 1$13 T3 v 1764 T 1eI w w 16M 1e?2 a z z 617 672 672 $77 7'.9 �E 23 730 E'_ $43 7W qp RP 89e F®InKJIn Rd FmNdrn Rd Fm nKJln Rd dir Pod Fin Wn Rd a' Wli Rd:n 1� b Frad n1u tl fmri- anldir Rd Frardn F E � Franklin Rd y a ti a Zi J {V � m Vt'-Ie 4:wer-R WatertdYer St WatertD'Aer St 00 34 84 rti 02 126 9 _ rem mxd H -+ dF 29 c o 3i 17�O0 227 n 'Mrx-te Ch i&tE!jtwer Watertower St Waterbner St 8' LJ m 4, y 0 A CJ Gander❑r Fp nrv�d H 0 =4 WaRrnanLn ^ trmrw-,pe ur y r 10, tip $ c nt.m- f�andel 01 _ ; 7ss 13 150 Celnfal Dr $ WaRrnan Ln y :p 78 ti131 AkCintral Dr 108 p b 164 Gentral Dr WB 6577 I't82 �'8c- 237$ WB F84 Vs`6 ti &Y4 774D 37ES 3795 Q272866 712, + - ti4 t� 4359 F5 4 EB F84 EB �" 1-84 E6 W4 EB r84 EB Overland Rd O,effird F!i DMrSrd RI QeFbFU M CkWBnd rid OMerlard Rd overland Rd OMFIM]R1 OerFkRl M OVarbrd FA Overland Rd O�eM'b RJ 342 ;7.5 096 iiT9 1170 1331 1331 7348 id93 1372 1&M 5rc- 240 b7 307 3T8 352 a u 434 434 STOW w S05 900 921 9'3 Overland Rd OaerSrd RiF - �er�rRr R1 Or4r�rtl R1 Ouer�rc`_"J O0 Overland Rd overland Rd r]erlard Fey OrCJd7Rf Ri ¢uffrBTd Rd Oyedard Rd O�erbrd Ri Northwest Meridian Interchange Commercial Proposed Development The following summarizes the results of an area of influence model run for a proposed development located southwest of Waltman Lane and Meridian Road. The proposed development will consist of 164,500 square feet of retail space, 4,200 square feet for fast-food and 172,780 square feet of office with an anticipate build out by 2025. See figure 1. E ScnillEir a 1023 E Gem St 1032 m � o= t W Pennw d St Water3° er 5 �G °eilrye E 1031 �St 1p 1022 WFg x ! Co orate Dr 1033 4y 302G E T N h'Wa/ �ary0 W Walt a E QP t 1020 5 t W Eider Or m Pro ed 1028 Hanker Dr PM Devd1/6 ent 2" G�Fery 1024 it zs o aej Verbena Ur s °fie C WJacksnipe r tala 84 On Exit 44 �M Inters a e WElnters lase 84 WBlnters E%Ir 44 e n de 840IrE interstate Principal Arterial Minor Arterial Collector 1 1023 m 1062 m ---- Proposed Collector - Propose Expressway _ Local N TAZ Boundary m - m W Q,,M nd Rd Proposed Development Figure l Table 1 provides the existing demographics for TAZ 1025 and the proposed development's demographics used for the area of influence model run. Table 1 2020 2025 with 2040 proposal* HH Jobs HH Jobs HH Jobs TAZ 1025 3 1 0 690 3 450 Surrounding TAZs 409 429 831 529 456 729 Total 412 430 831 1,219 459 1179 *Includes Tanner Creek proposal (128 single-family and 272 multi-family units in TAZ 1024) Figure 2: area of influence results for the proposed development Figures 3 and 4: peak hour results Figure 5: surrounding TAZs and demographics Figures 6, 7 and 8: compounded annual growth rates Figure 2:Area of Influence,Peak hour demand contribution to the total peak hour demand en; Zf -� Ad,'I F 0.4 03 LanadS d.1 04 Rd Fra H.Rd F-kr.Rd F9ddnAd Flak Rd Fogii a_� + �� F-UE Pd FradrnRd Franldn Rd F.9*l Al FrailF Rd 7Fa o 2b 2.5 25 OS 08 1.3 32 2 3 2.9 29 2.8. 14 f �n � 0 0 23 r _ q � h Gsn 31 0.4 o3 Wal�bne9 N&te�xsr8 R&taroxer3 Walgbna9 WX 6uls:�l Wa9bvfa Sl 0.4 04 02 o OuW.b LF 3 0.4 OS (hrdarar JS Vht-.Ln o a 22.7 741 �93 Central6 os anra a a 0.2 0.3 J �m 184 41^ p'a 1.3 w Wa O3 45 04 08 08 A4 Fa WNER 3.3 33 33 3.3" 3.3 57 3] 84 E& Figure 3: Peak Hour Demand with Proposed Development FerYiPo lanlll Rtl Frai3i Rd Fmridlrf3l Fla %J ^1 Fla Rdi' F.—Po FraYde RU Tl35 1B8T 1532 tsTe 1749 1021 K81 1716 1719 T44 808 811 818 592 W1 1004 1001 F®n11ti Po F6N�1m Franklin Rd £tarrT qt FiankS Rd b=rariAin Rd F.—Po FranAin Rd a a a u � m� E m � �m a� 111 113 � d`" �d u c F7 1W �'Watertwa St Welemners Ntiterbwers Wataicua S[ Wamtwa St W. Gem St C St !85 !66 151 147 4 4 E- 82 17 W `—m s w�St ti4aoero.ers venerwrers g; g waalwr•,s watalwa& W. 3 `� mrwe,e or mrpa.er s m 'wee a g °IY3 127 20T 302 Ap®� �y 2op mrwetear Corwae 11 ea 6! t22 u z. tsr mFr--or pypua9I v rp.ee o se 21 3 a a � u � �r mrp®re nr Corw®ew n vleeranu Watme+`tn Nr �,�d .Sy 2BB ry�1 4 ¢ 2 m_ W 2 �5 r g� 375 2 Cenaal wwu�an In Wal[�ei13` C 2f2 Central Or C 152 `� 154 lad 8 a4 "f Central Dr I88 z $ q 1&5 ""Y+ '�s 4al G R'!b Ws ftr0 Leo �6 w3a F86 pe �¢p3 918 "y6 948., fll,,4243 fB 62]6 1sa m Figure 4:Peak Hour Demand without Proposed Development F®rYi Po tary�gy Franklin Rd Fla %J ^1 FFa Rd i' F®Nii Po Ftaidn RU V27 187g iBi3 18op 1755 1917 IGTS 1711 171t lu 7e[f 8W 953 99 F®Nt�Po F6N�1m Franklin Rd FlB Rd b=ranAin RA F.—Fd Ftaidn Rd N a_ a E aA �a E m� E m � `c M &Gan& d�''o v 3 a o 112 113 a a 24 o C StC St Nn'Watertwa SY Weletmners VAtetbvrers Watenww St W 20 St W warertwa st ti5soero.ers ,n�nerwrers g; � wara,or•,st waearoa s< W. m mrware or rnm«el s ,w®e a !99 190 3Y An®� t9B � mrymte Dr Coq.a-l>< [.Z 12c — IMF -Fr--or p F,.I u Fp. B t7 .@ V 3 u 3 h A'aax 89 21 a m a j � d m�a➢e ar Cotrym�o wmnrnn rn Watme+`I" *, � R d''0 z N e'mz o 0 ee _g 87 Cen4al vim[nnn In '�` Wad a*W Cen4d G C� Q n Q ae 151 153 73g Cen4al G N 11O s G I Dr 9 RFA l�B f246 2� � L80 VYB F86 EB le¢SB �e '1E 938 r.1Y1228 4228 t228 ffi F86� Figure 5:Surrounding Area TAZs i W Crest Wood Dr < m L Q° 5 N CO Q N CO H/y 0-5N 1 021 N ® C 7)ra 13, = W Barrett St it: 1023 u> 1032 is � W utumn Par n ea Or 'm c 3031 m m 1022 < 1p. a a W Penn oo t Watertower St W Pintail or -IM Greco a m �+ c> nhaav ECO t 3t Y 31 1033 W Joshua St h'F9r w Cor orate or e t i- Or � / EC e Winding So h%oo a, 1026 �Sf N p kv J S W ander or W tma or 1020 �aOOr ¢' W Walt an Ao W Brown Trout Dr Q W Eider or 0 3 12roposed M development lots h, o M Honker or Va 4 tea^ co •� �'Interstate 1024 Tanner Creek:400 � / 3 Principal Arterial Minor Arterial ksnipe r Col lector - - Proposed Collector On Exit 44 wB Inter i- - — - p W g Interstate 84 sta a Exit 44 Propose Expressway ;Tare Local a e 84 Of{E. Interstate Q TAZ Boundary Proposed Development 7ZONES08 COUNTY i;al CITY DEMOGR HH18 HHZO HH25 JOBS25 HH30 JOBS30 HH35 JOE HH40 JOBS40 1022 Ada Meridian Meridian- 185 182 188 412 188 432 188 449 1881 463 1024 Ada Meridian Meridian- 32 32 35 10 37 6 40 3 42 0 Preliminary Plats 1026 Ada Meridian Wridian-1 1971 1951 211 1071 2261 1711 2261 2231 2261 266 Figure 6:2020 to 2025 Compounded Annual Growth Rate 2020 Peak Hour to 2025 Peak Hour Compounded Annual Growth Rates 812712020 - £ S 18 ®1 A 12 r �w � _waxuvers a wskrnners w s1 Waen,Yars Was1 1E 1 �m mrp�enu ���a ammo- s ]' 2 mpoct Dr CoyrtY3p� _ u 4� q m a a w 6ma&$ T s3SY i2q 5� oT ]S !a a_, Y iss eg � 2 23' -g.1Bg 16 1b1se f8 2A n crow[,Rate as Included Roadway Project(Programmed in the TIP or Funded in CIM 2.0) D:111A02011 Mode Rcalibrati on0as e1TIPFY2125Wig rowth ratesLCR2020_2C25.net COMPASS reserves the right to rerun the model For any reason deemed necessary. ,;fliD-J'; (Licensed to Community Planning Association) Figure 7:2025 to 2030 Compounded Annual Growth Rate 2025 Peak Hour to 2030 Peak Hour Compounded Annual Growth Rates 8/27/2020 LF®rNln H1 n �� e ParNMPo�� TrarMq R] �flal�ln F]Y'' FSNGq H1 �25 a F®15 fat 13 Z9 � y6�vers! 9 w&erower5l WalaUxriY� Wekhxars' Hser 61 126 4S ' mr�efx a CiP—o m c.'Tr�R 3 ,• x.r Tam' c{"'T�4 mgofale flr Cup,—Dr BB m a s 'rte o 4 ry 1 ISdwf3 1 'as as - � 186'A'6 IL Ie 1.1 a.T x.l IS It 11 i� Growth Rate Included Roadway Project(Programmed in the TIP or Funded in CIM 2.Q D:1UAG12011 Mode kal ibrati on0as e1TIRFY2125R64g rowth rates40132025_2030.net COMPASS reserves the rightto rerun the model for any reason deemed necessary. (Licensed to Community Planning Association) Figure 8:2030 to 2040 Compounded Annual Growth Rate 2030 Peak Hour to 2040 Peak Hour Growth Rates 8/27/2020 as \ m 9� c o� - � - rpnPo FeNllnPo flsnVnPo�. � �~ m �n g m mrWekv Ctlpus�' �tr �- warmanrn maw,, �m �n wrcmv o e tt ,J rsa•n•s s 0.1 t.r i t 1-4?� yg11Tg 41 I86 EB a Growth Rate Included Roadway Project(Programmed in the TIP or Funded in CIM 2.0) ❑.lUAGL2011 M o del4cali bration0as eLTI PIFY2125RO1g rowlhrateslGR203C_2040.net COMPASS reserves the rightto rerun the model for any reason deemed necessary. TPOOD:9 (Licensed to Community Planning Association) j ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho APPENDIX B: TRAFFIC COUNTS June 2022 B Linder Road&S Gander Drive Meridian Idaho Tuesday,January 25,2022 Southbound Westbound Northbound Eastbound Linder Road Gander Drive Linder Road Gander Drive VEHICLE Vehicle Vehicle Vehicle Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time U Turns Left Turns Approach U Turns Left Turns Approach U Turns Left Turns Approach U Turns Lek Turns Approach Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 7:00 AM 0 4 8 0 0 12 0 0 0 11 1 11 0 0 27 0 3 27 0 0 0 0 0 0 50 7:15 AM 0 2 20 0 0 22 0 0 0 10 0 10 0 0 35 0 0 35 0 0 0 0 0 0 67 7:30 AM 0 2 10 0 0 12 0 0 0 14 0 14 0 0 31 0 0 31 0 0 0 0 0 0 57 7:45 AM 0 4 27 0 1 31 0 0 0 9 0 9 0 0 31 0 1 31 0 0 0 0 0 0 71 Hourly Total 0 12 65 0 1 77 0 0 0 44 1 44 0 0 124 0 4 124 0 0 0 0 0 0 245 8:00 AM 0 3 29 0 0 32 0 0 0 10 0 10 0 0 24 0 3 24 0 0 0 0 0 0 66 8:15 AM 0 4 29 0 0 33 0 1 0 7 0 8 0 0 26 0 0 26 0 0 0 0 0 0 67 8:30 AM 0 5 33 0 0 38 0 1 0 8 1 9 0 0 28 0 0 28 0 0 0 0 0 0 75 8:45 AM 0 0 73 0 0 73 0 2 0 4 1 6 0 0 72 1 1 73 0 0 0 0 0 0 152 Hourly Total 0 12 164 0 0 176 0 4 0 29 2 33 0 0 150 1 4 151 0 0 0 0 0 0 360 Linder Road&S Gander Drive Meridian Idaho Tuesday,January 25,2022 Southbound Westbound Northbound Eastbound Linder Road Gander Drive Linder Road Gander Drive Vehicle Vehicle Vehicle Vehicle VEHICLE Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time U Turns Left Turns Approach U Turns Lek Turns Approach U Turns Left Turns Approach U Turns Lek Turns Approach Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 4:00 PM 0 7 36 0 0 43 0 0 0 0 5 0 0 0 75 1 2 76 0 0 0 0 0 0 119 4:15 PM 0 7 32 0 0 39 0 0 0 3 0 3 0 0 39 0 0 39 0 0 0 0 0 0 81 4:30 PM 0 8 31 0 0 39 0 0 0 6 0 6 0 0 28 0 0 28 0 0 0 0 0 0 73 4:45 PM 0 5 43 0 0 48 0 0 0 7 0 7 0 0 20 0 0 20 0 0 0 0 0 0 75 Hourly Total 0 27 142 0 0 169 0 0 0 16 5 16 0 0 162 1 2 163 0 0 0 0 0 0 348 5:00 PM 0 8 33 0 0 41 0 0 0 4 0 4 0 0 24 0 0 24 0 0 0 0 0 0 69 5:15 PM 0 16 42 0 0 58 0 0 0 2 1 2 0 0 25 0 0 25 0 0 0 0 0 0 85 5:30 PM 1 13 34 0 0 48 0 0 0 5 0 5 0 0 34 2 1 36 0 0 0 0 0 0 89 5:45 PM 0 6 25 0 0 31 0 0 0 4 0 4 0 0 24 0 0 24 0 0 0 0 0 0 59 Hourly Total 1 43 134 0 0 178 0 0 0 15 1 15 0 0 107 2 1 109 0 0 0 0 0 0 302 DAILYTOTAL 1 94 505 0 1 600 0 4 0 104 9 108 0 0 543 4 11 547 0 0 0 0 0 0 1255 Cars 1 92 492 0 1 585 0 4 0 102 9 106 0 0 531 3 11 534 0 0 0 0 0 0 1225 Heavy Vehicles 0 2 13 0 0 15 0 0 0 2 0 2 0 0 12 1 0 13 0 0 0 0 0 0 30 Heavy Vehicle% 0.00% 2.13% 2.57% 0.00% 0.00% 2.50% 0.00% 0.00% 0.00% 1.92% 0.00% 1.85% 0.00% 0.00% 2.21% 25.00% 0.00% 2.38% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 2.39% Linder Road&S Gander Drive Meridian Idaho Tuesday,January 25,2022 AM Peak Hour Linder Road Gander Drive Linder Road Gander Drive Southbound Westbound Northbound Eastbound Vehicle Vehicle Vehicle Vehicle VEHICLE Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Time UTurns Left Turns Approach UTurns Lek Turns Approach UTurns Left Turns Approach UTurns Lek Turns Approach TOTAL Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 8:00 AM 0 3 29 0 0 32 0 0 0 10 0 10 0 0 24 0 3 24 0 0 0 0 0 0 66 8:15 AM 0 4 29 0 0 33 0 1 0 7 0 8 0 0 26 0 0 26 0 0 0 0 0 0 67 8:30 AM 0 5 33 0 0 38 0 1 0 8 1 9 0 0 28 0 0 28 0 0 0 0 0 0 75 845 AM 0 0 73 0 0 73 0 2 0 4 1 6 0 0 72 1 1 73 0 0 0 0 0 0 152 Peak Hour Total 0 12 164 0 0 176 0 4 0 29 2 33 0 0 150 1 4 151 0 0 0 0 0 0 360 PHF 0.000 0.600 0.562 0.000 0.000 0.603 0.000 0.500 0.000 0.725 0.500 0.825 0.000 0.000 0.521 0.250 0.333 0.517 0.000 0.000 0.000 0.000 0.000 0.000 0.592 Heavy Vehicle% 0.00% 0.00% 3.66% 0.00% 0.00% 3.41% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 3.33% 0.00% 0.00% 3.31% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 3.1% Total Vehicles On Leg 355 Vehicles Entering Vehicles Exiting Intersection 176 Intersection 179 Southbound Cars 0 158 12 0 0 Heavy 0 6 0 0 0 Total 0 164 12 0 0 41 a &* Cars Heavy Total Cars Heavy Total Vehicles Vehicles Entering 0 0 0 29 0 29 Entering Total Intersection oox Intersection Total Vehicles 0 a 0 0 0 0 0 0 33 Vehicles on Leg o c on Leg ° 0 `^ 0 0 0 AM Peak Hour Volumes 4 0 4 c 46 Vehicles W C Vehicles Exiting 0 0 0 0 0 0 Exiting Intersection y Intersection 0 0 0 2 0 2 13 0 oo� Cars 4 0 0 145 1 Heavy 0 0 0 5 0 Total 4 0 0 150 1 Northbound Vehicles Entering Vehicles Exiting Intersection 151 Intersection 168 Total Vehicles On Leg 319 Linder Road&S Gander Drive Meridian Idaho Tuesday,January 25,2022 PM Peak Hour Linder Road Gander Drive Linder Road Gander Drive Southbound Westbound Northbound Eastbound Vehicle Vehicle Vehicle Vehicle VEHICLE Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Time UTurns Left Turns Approach UTurns Lek Turns Approach UTurns Left Turns Approach UTurns Lek Turns Approach TOTAL Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 4:00 PM 0 7 36 0 0 43 0 0 0 0 5 0 0 0 75 1 2 76 0 0 0 0 0 0 119 4:15 PM 0 7 32 0 0 39 0 0 0 3 0 3 0 0 39 0 0 39 0 0 0 0 0 0 81 4:30 PM 0 8 31 0 0 39 0 0 0 6 0 6 0 0 28 0 0 28 0 0 0 0 0 0 73 4:45 PM 0 5 43 0 0 48 0 0 0 7 0 7 0 0 20 0 0 20 0 0 0 0 0 0 75 Peak Hour Total 0 27 142 0 0 169 0 0 0 16 5 16 0 0 162 1 2 163 0 0 0 0 0 0 348 PHF 0.000 0.844 0.826 0.000 0.000 0.880 0.000 0.000 0.000 0.571 0.250 0.571 0.000 0.000 0.540 0.250 0.250 0.536 0.000 0.000 0.000 0.000 0.000 0.000 0.731 Heavy Vehicle% 000% 0.00% 1.41% 0.00% 0.00% 1.18% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 3.09% 0.00% 0.00% 3.07% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 2.0% Total Vehicles On Leg 347 Vehicles Entering Vehicles Exiting Intersection 169 Intersection 178 Southbound Cars 0 140 27 0 0 Heavy 0 21 0 0 0 Total 0 142 27 0 0 *j a &* Cars Heavy Total Cars Heavy Total Vehicles Vehicles Entering 0 0 0 16 0 16 Entering Total Intersection oox Intersection Total Vehicles 0 0 0 0 0 0 0 16 Vehicles on Leg o c on Leg ° 0 `^ 0 0 0 PM Peak Hour Volumes 0 0 0 44 c Vehicles 1 C Vehicles Exiting y 0 0 0 0 0 0 Exiting Intersection Intersect- 0 0 0 0 5 0 5 28 0 oo� Cars 2 0 0 157 1 Heavy 0 0 0 5 0 Total 2 0 1 0 162 1 Northbound Vehicles Entering Vehicles Exiting Intersection 163 Intersection 142 Total Vehicles On Leg 305 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801)413-2993 Study: DKS0015 File Name : Meridian - Main &Waltman - Central 2 Intersection: Meridian/Main/Waltman/Cent Site Code : 00000000 City, State: Meridian, Idaho Start Date : 3/30/2021 Control: Signalized Page No : 1 Groups Printed-General Traffic-Turns Meridian-Main Central Drive Meridian Waltman Lane From North From East From South From West Start Time Right Thru Left Peds qpp,Total Right Thru Left Peds App.rotas Right Thru Left Peds App.Total Right Thru Left Pads App.To al Inl.Total 07:00 AM 1 289 20 0 310 25 0 28 1 54 56 318 1 0 375 3 0 3 1 7 746 07:15 AM 1 321 14 0 336 11 0 44 0 55 72 386 0 0 458 0 0 0 0 0 849 07:30 AM 1 432 16 0 449 18 0 26 0 44 62 363 0 0 425 0 0 1 0 1 919 07:45 AM 1 0 357 27 0 384 20 0 52 0 72 79 403 0 0 482 1 0 1 0 2 940 Total 1 3 1399 77 0 1479 74 0 150 1 225 269 1470 1 0 1740 4 0 5 1 10 3454 08:00 AM 1 349 8 0 358 22 0 34 0 56 70 379 0 0 449 0 0 0 0 0 863 08:15 AM 3 332 29 0 364 26 0 23 1 50 64 302 2 0 368 1 0 1 0 2 784 08:30 AM 2 367 24 0 393 18 0 38 0 56 64 340 0 0 404 2 0 1 0 3 856 08:45 AM 3 326 42 0 371 27 0 38 0 65 70 338 1 0 409 2 0 2 0 4 849 Total 9 1374 103 0 1486 93 0 133 1 227 268 1359 3 0 1630 5 0 4 0 9 3352 04:00 PM 1 446 37 0 484 47 0 89 1 137 81 382 0 0 463 0 0 3 0 3 1087 04:15 PM 1 421 35 0 457 41 1 93 0 135 103 456 1 0 560 1 0 4 1 6 1158 04:30 PM 2 476 45 0 523 42 1 125 0 168 77 458 2 0 537 2 0 0 0 2 1230 04:45 PM 0 426 38 0 464 44 0 120 0 164 70 468 2 0 540 2 0 1 0 3 1171 Total 4 1769 155 0 1928 174 2 427 1 604 331 1764 5 0 2100 5 0 8 1 14 4646 05:00 PM 1 442 42 1 486 43 1 134 0 178 72 428 3 0 503 0 1 0 1 2 1169 05:15 PM 2 453 25 0 480 48 0 92 0 140 72 439 1 0 512 2 1 3 1 7 1139 05:30 PM 7 408 34 0 449 55 0 115 0 170 78 463 2 0 543 0 3 1 0 4 1166 05:45 PM 3 368 41 0 412 52 1 84 0 137 71 386 2 0 459 3 2 2 0 7 1015 Total 13 1671 142 1 1827 198 2 425 0 625 293 1716 8 0 2017 5 7 6 2 20 4489 Grand Total 29 6213 477 1 6720 539 4 1135 3 1681 1161 6309 17 0 7487 19 7 23 4 53 15941 Apprch% 0.4 92.5 7.1 0 32.1 0.2 67.5 0.2 15.5 84.3 0.2 0 35.8 13.2 43.4 7.5 Total% 0.2 39 3 0 42.2 3.4 0 7.1 0 10.5 7.3 39.6 0.1 0 47 0.1 0 0.1 0 0.3 General Traffic 29 6213 449 1 6692 539 4 1135 3 1681 1161 6309 15 0 7485 19 7 23 4 53 15911 General Traffic 100 100 94.1 100 99.6 100 100 100 100 100 100 100 88.2 0 100 100 100 100 100 100 99.8 U-Turns 0 0 28 0 28 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0 30 %U-Turns 0 0 5.9 0 0.4 0 0 0 0 0 0 0 11.8 0 0 0 0 0 0 0 0.2 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801)413-2993 Study: DKS0015 File Name : Meridian - Main &Waltman - Central 2 Intersection: Meridian/Main/Waltman/Cent Site Code : 00000000 City, State: Meridian, Idaho Start Date : 3/30/2021 Control: Signalized Page No : 2 Meridian-Main Out In Total 6871 6692 13563 0 28 28 6871 6720 13591 29 6213 449 1 01 0 28 0 29 6213 477 1 Right Thru Left Peds Nco P7O co r OO N N O 4 * 1 J (v�((000((00 N .C. o n North s CD1 o H� 3/30/2021 07:00 AM E o r 3/30/2021 05:45 PM r °— CO rn o, v . w N o General Traffic (w„O cn m O 117 7 0 7 N U-Turns �o 0 NN(O N CD EL NwOw rnaoao— T F► Left Thru Ri ht Peds 15 6309 1161 0 2 0 0 0 17 63091 11 11 0 7485 [14852 7367 7487 14854 Out In Total L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801)413-2993 Study: DKS0015 File Name : Meridian - Main &Waltman - Central 2 Intersection: Meridian/Main/Waltman/Cent Site Code : 00000000 City, State: Meridian, Idaho Start Date : 3/30/2021 Control: Signalized Page No : 3 Meridian-Main Central Drive Meridian Waltman Lane From North From East From South From West Start Right Thru Left Peds App,Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.Total Int.Total Time Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:15 AM 07:15 AM 1 321 14 0 336 11 0 44 0 55 72 386 0 0 458 0 0 0 0 0 849 07:30 AM 1 432 16 0 449 18 0 26 0 44 62 363 0 0 425 0 0 1 0 1 919 07:45 AM 0 357 27 0 384 20 0 52 0 72 79 403 0 0 482 1 0 1 0 2 940 08:00 AM 1 349 8 0 358 22 0 34 0 56 70 379 0 0 449 0 0 0 0 0 863 Total volume 3 1459 65 0 1527 71 0 156 0 227 283 1531 0 0 1814 1 0 2 0 3 3571 App.Total 0.2 95.5 4.3 0 31.3 0 68.7 0 15.6 84.4 0 0 33.3 0 66.7 0 PHF .750 .844 .602 .000 .850 .807 .000 .750 .000 .788 .896 .950 .000 .000 .941 .250 .000 .500 .000 .375 .950 General Traffic 3 1459 60 0 1522 71 0 156 0 227 283 1531 0 0 1814 1 0 2 0 3 3566 Geneml Tmffic 100 100 92.3 0 99.7 100 0 100 0 100 100 100 0 0 100 100 0 100 0 100 99.9 U-Turns 0 0 5 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 %U-Turns 0 0 7.7 0 0.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.1 Meridian-Main Out In Total 1604 1522 3126 0 5 5 1604 3131 3 1459 60 0 0 0 5 0 3 1459 65 0 Right Thru Left Peds Peak Hour Data OO(O N ON N [O F —1 ko A O 000 North �"f j c m o m F� Peak Hour Begins at 07:15 AM ~� 0 0 0 � N N 0 Lrn General Traffic r �0-4 _�) y Mon U-Turns M o rn m 0CD 000� U Q a N o0o F+ Left Thru Ri ht Peds 0 1531 283 0 0 0 0 0 0 1531 283 0 M1616 1814 3430 Out In Total L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801)413-2993 Study: DKS0015 File Name : Meridian - Main &Waltman - Central 2 Intersection: Meridian/Main/Waltman/Cent Site Code : 00000000 City, State: Meridian, Idaho Start Date : 3/30/2021 Control: Signalized Page No : 4 Meridian-Main Central Drive Meridian Waltman Lane From North From East From South From West Start Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds ppp,Total Right Thru Left Peds App.Total Int.Total Time Peak Hour Analysis From 07:00 AM to 11:45 AM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 07:30 AM 07:45 AM 07:15 AM 07:00 AM +0 mins. 1 432 16 0 449 20 0 52 0 72 72 386 0 0 458 3 0 3 1 7 +15 mins. 0 357 27 0 384 22 0 34 0 56 62 363 0 0 425 0 0 0 0 0 +30 mins. 1 349 8 0 358 26 0 23 1 50 79 403 0 0 482 0 0 1 0 1 +45 mins. 3 332 29 0 364 18 0 38 0 56 70 379 0 0 449 1 0 1 0 2 Total volume 5 1470 80 0 1555 86 0 147 1 234 283 1531 0 0 1814 4 0 5 1 10 App.Total 0.3 94.5 5.1 0 36.8 0 62.8 0.4 15.6 84.4 0 0 40 0 50 10 PHF .417 .851 .690 .000 .866 .827 .000 .707 .250 .813 .896 .950 .000 .000 .941 .333 .000 .417 .250 .357 General Traffic 5 1477 75 0 1550 86 0 147 1 234 283 151 0 0 1814 4 0 5 1 10 General Traffic 100 100 93. 0 99.7 100 0 100 100 100 100 100 0 0 100 100 0 100 100 100 U-Turns 0 0 5 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 %U-Turns 0 0 6.2 0 0.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Meridian-Main In-Peak Hour:07:30 AM 1550 5 1555 5 1470 75 0 0 0 5 0 51 14701 801 0 Right Thru Left Peds Peak Hour Data a .-Co0 Q)� o 0 0 North m n 0CD c3 0 0 o F� General Traffic ~2 0 0 0 0 O N N C �_ vOVL U-Turns r aoa� Y N O_. ma tY + ;—CD ? VN -4 CDV �o� N D CD d N �O� +-1 T F+ Left Thru Ri ht Peds 0 1531 283 0 0 0 0 0 01 1531 283 0 1814 0 1814 In-Peak Hour:07:15 AM L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801)413-2993 Study: DKS0015 File Name : Meridian - Main &Waltman - Central 2 Intersection: Meridian/Main/Waltman/Cent Site Code : 00000000 City, State: Meridian, Idaho Start Date : 3/30/2021 Control: Signalized Page No : 5 Meridian-Main Central Drive Meridian Waltman Lane From North From East From South From West Start Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.total Right Thru Left Peds ppp,roeai int.torsi Time Peak Hour Analysis From 12:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:15 PM 04:15 PM 1 421 35 0 457 41 1 93 0 135 103 456 1 0 560 1 0 4 1 6 1158 04:30 PM 2 476 45 0 523 42 1 125 0 168 77 458 2 0 537 2 0 0 0 2 1230 04:45 PM 0 426 38 0 464 44 0 120 0 164 70 468 2 0 540 2 0 1 0 3 1171 05:00 PM 1 442 42 1 486 43 1 134 0 178 72 428 3 0 503 0 1 0 1 2 1169 Total volume 4 1765 160 1 1930 170 3 472 0 645 322 1810 8 0 2140 5 1 5 2 13 4728 App.Total 0.2 91.5 8.3 0.1 26.4 0.5 73.2 0 15 84.6 0.4 0 38.5 7.7 38.5 15.4 PHF .500 .927 .889 .250 .923 .966 .750 .881 .000 .906 .782 .967 .667 .000 .955 .625 .250 .313 .500 .542 .961 General Traffic 4 1765 148 1 1918 170 3 472 0 645 322 1810 7 0 2139 5 1 5 2 13 4715 General Traffic 100 100 92.5 100 99.4 100 100 100 0 100 100 100 87.5 0 100.0 100 100 100 100 100 99.7 U-Turns 0 0 12 0 12 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 13 %U-Turns 0 0 7.5 0 0.6 0 0 0 0 0 0 0 12.5 0 0.0 0 0 0 0 0 0.3 Meridian-Main Out In Total 1985 1918 3903 0 12 12 1985 3915 4 1765 148 1 0 0 12 0 4 1765 160 1 Right Thru Lelft Peds Peak Hour Data -Oo 'oo'O O O N —(O 000 0 North n m Peak Hour Begins at 04:15 PM ~c w o G, 3 ca in0inz A A� � Lrn General Traffic N(D C v u� rr U-Turns N O N 000 � N O N y y Q �N fl N 000 OD N0— T Left Thru Ri ht Peds 7 1810 322 0 1 0 0 0 81 1810 322 0 2242 2140 4382 Out In Total L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801)413-2993 Study: DKS0O15 File Name : Meridian - Main &Waltman - Central 2 Intersection: Meridian/Main/Waltman/Cent Site Code : 00000000 City, State: Meridian, Idaho Start Date : 3/30/2021 Control: Signalized Page No : 6 Meridian-Main Central Drive Meridian Waltman Lane From North From East From South From West Start Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds ppp,Total Right Thru Left Peds App.Total Int.Total Time Peak Hour Analysis From 12:00 PM to 05:45 PM-Peak 1 of 1 Peak Hour for Each Approach Begins at: 04:30 PM 04:45 PM 04:15 PM 05:00 PM +0 mins. 2 476 45 0 523 44 0 120 0 164 103 456 1 0 560 0 1 0 1 2 +15 mins. 0 426 38 0 464 43 1 134 0 178 77 458 2 0 537 2 1 3 1 7 +30 mins. 1 442 42 1 486 48 0 92 0 140 70 468 2 0 540 0 3 1 0 4 +45 mins. 2 453 25 0 480 55 0 115 0 170 72 428 3 0 503 3 2 2 0 7 Total volume 5 1797 150 1 1953 190 1 461 0 652 322 1810 8 0 2140 5 7 6 2 20 App.Total 0.3 92 7.7 0.1 29.1 0.2 70.7 0 15 84.6 0.4 0 25 35 30 10 PHF .625 .944 .833 .250 .934 .864 .250 .860 .000 .916 .782 .967 .667 .000 .955 .417 .583 .500 .500 .714 General Traffic 5 179 138 1 1941 190 1 461 0 652 322 1811 7 0 2139 5 7 6 2 20 General Traffic 100 100 92 100 99.4 100 100 100 0 100 100 100 87.6 0 100 100 100 100 100 100 U-Turns 0 0 12 0 12 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0 %U-Turns 0 0 8 0 0.6 0 0 0 0 0 0 0 125 0 0 0 0 0 0 0 Meridian-Main In-Peak Hour:04:30 PM 1941 12 1953 5 1797 138 1 0 0 12 0 5 1797 150 1 Right Thru Left Peds Peak Hour Data 00 J 0 o o ri r o i� North mCD C� gN o N H� General Traffic ~� o o m= to CD uO Z U-Turns N 0 m � �l r- NON" 0 N A< (D C N Or N CDd y 0 L T r Left Thru Ri ht Peds 7 1810 322 0 1 0 0 0 81 1810 3221 0 2139 1 2140 In-Peak Hour:04:15 PM L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801)413-2993 Study: DKS0015 File Name : Meridian - Main &Waltman - Central 2 Intersection: Meridian/Main/Waltman/Cent Site Code : 00000000 City, State: Meridian, Idaho Start Date : 3/30/2021 Control: Signalized Page No : 7 Image 1 Merldian Rd - Main St &Waltman Ln - Central Dr �X MeriJoar IJaho `yam � .r. . Eider Drive east of Pelican Way Meridian Idaho Tuesday,January 25,2022 Southbound Westbound Northbound Eastbound 0 Vehicle Eider Drive Vehicle 0 Vehicle Eider Drive VEHICLE Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time U Turns Left Turns Approach U Turns Left Turns Approach U Turns Left Turns Approach U Turns Left Turns Approach Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 12:00 AM 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 12:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 12:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:30 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 1:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 3:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Hourly Total 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 5:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 5:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 1 0 0 1 3 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 6:15 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 6:30 AM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 4 6:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 0 0 1 0 0 1 7 7:00 AM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 5 7:15 AM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 1 0 0 1 6 7:30 AM 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 0 0 1 0 0 1 8 7:45 AM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 2 0 0 2 6 Hourly Total 0 0 0 0 0 0 0 0 21 0 0 21 0 0 0 0 0 0 0 0 4 0 0 4 25 Eider Drive east of Pelican Way Meridian Idaho Tuesday,January 25,2022 Southbound Westbound Northbound Eastbound 0 Eider Drive 0 Eider Drive VEHICLE Vehicle Vehicle Vehicle Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time UTurns Left Turns Approach UTurns Left Turns Approach UTurns Left Turns Approach UTurns Lek Turns Approach Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 8:00 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 1 0 0 1 3 8:15 AM 0 0 0 0 1 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 1 0 0 1 3 8:30 AM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 3 0 0 3 8 8:45 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Hourly Total 0 0 0 0 1 0 0 0 10 0 0 10 0 0 0 0 0 0 0 0 5 0 0 5 15 9:00 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 2 0 0 2 4 9:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 9:30 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 Hourly Total 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 5 0 0 5 10 10:00 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 10:15 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 10:30 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 Hourly Total 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 1 0 0 1 5 11:00AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 1 0 0 1 4 11:15 AM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 3 0 0 3 7 11:30 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 11:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 Hourly Total 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 0 0 5 0 0 5 13 12:00 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 1 0 0 0 2 0 0 2 4 12:15 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 1 0 0 1 4 12:30 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 4 0 0 4 7 12:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Hourly Total 0 0 0 0 0 0 0 0 9 0 0 9 0 0 0 0 1 0 0 0 7 0 0 7 16 1:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 1:15 PM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 1 0 0 1 6 1:30 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 1:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 Hourly Total 0 0 0 0 0 0 0 0 9 0 0 9 0 0 0 0 0 0 0 0 4 0 0 4 13 2:00 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 4 0 0 4 6 2:15 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 2 0 0 2 4 2:30 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 2:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 Hourly Total 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 0 0 10 0 0 10 16 3:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 3:15 PM 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:30 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 3:45 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 2 0 0 2 4 Hourly Total 0 0 0 0 3 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 5 0 0 5 8 Eider Drive east of Pelican Way Meridian Idaho Tuesday,January 25,2022 Souhbound Westbound Northbound Eastbound 0 Eider Drive 0 Eider Drive VEHICLE Vehicle Vehicle Vehicle Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time UTurns Left Turns Approach UTurns Left Turns Approach UTurns Left Turns Approach UTurns Lek Turns Approach Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 4:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 4:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 4 0 0 4 5 4:30 PM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 3 0 0 3 8 4:45 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 2 0 0 2 5 Hourly Total 0 0 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 0 0 0 11 0 0 11 21 5:00 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 6 6 5:30 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 5 0 0 5 7 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 Hourly Total 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 13 0 0 13 17 6:00 PM 0 0 0 0 1 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 6:15 PM 0 0 0 0 1 0 0 0 2 0 0 2 0 0 0 0 1 0 0 0 7 0 0 7 9 6:30 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 6:45 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 1 0 0 1 3 Hourly Total 0 0 0 0 2 0 0 0 6 0 0 6 0 0 0 0 1 0 0 0 10 0 0 10 16 7:00 PM 0 0 0 0 1 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 5 0 0 5 8 7:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 7:30 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 7:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 Hourly Total 0 0 0 0 1 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 11 0 0 11 16 8:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 8:15 PM 0 0 0 0 1 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 8:30 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 1 0 0 1 3 8:45 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 1 0 0 0 0 0 0 0 2 Hourly Total 0 0 0 0 1 0 0 0 6 0 0 6 0 0 0 0 1 0 0 0 4 0 0 4 10 9:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 9:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 3 9:30 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 1 0 0 1 3 9:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 Hourly Total 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 5 0 0 5 9 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 10:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 10:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Hourly Total 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 DAILYTOTAL 0 0 0 0 8 0 1 0 123 0 0 124 0 0 0 0 3 0 0 0 106 0 0 106 230 Cars 0 0 0 0 8 0 1 0 123 0 0 124 0 0 0 0 3 0 0 0 104 0 0 104 228 Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 Heavy Vehicle% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 1.89% 0.00% 0.00% 1.89% 0.87% Gander Drive east of Linder Road Meridian Idaho Tuesday,January 25,2022 Southbound Westbound Northbound Eastbound 0 Gander Drive 0 Gander Drive VEHICLE Vehicle Vehicle Vehicle Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time UTurns Left Turns Approach UTurns Left7urns Approach UTurns Left Turns Approach UTurns Lek Turns Approach Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 12:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 3:15 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 3:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 3:45 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Hourly Total 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 2 0 0 2 5 4:00 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 4:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 5:00 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 5:15 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 2 0 0 2 4 5:30 AM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 1 0 0 1 5 5:45 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Hourly Total 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 0 0 3 0 0 3 11 6:00 AM 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 0 0 1 0 0 1 7 6:15 AM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 5 6:30 AM 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 0 0 2 0 0 2 8 6:45 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 Hourly Total 0 0 0 0 0 0 0 0 19 0 0 19 0 0 0 0 0 0 0 0 3 0 0 3 22 7:00 AM 0 0 0 0 0 0 0 0 11 0 3 11 0 0 0 0 0 0 0 0 4 0 0 4 15 7:15 AM 0 0 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 0 0 0 2 0 0 2 12 7:30 AM 0 0 0 0 0 0 0 0 14 0 1 14 0 0 0 0 0 0 0 0 2 0 0 2 16 7:45 AM 0 0 0 0 1 0 0 0 9 0 0 9 0 0 0 0 1 0 0 0 4 0 0 4 1 13 Hourly Total 0 0 0 0 1 0 0 0 44 0 4 44 0 0 0 0 1 0 0 0 12 0 0 12 1 56 Gander Drive east of Linder Road Meridian Idaho Tuesday,January 25,2022 Southbound Westbound Northbound Eastbound 0 Gander Drive 0 Gander Drive VEHICLE Vehicle Vehicle Vehicle Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time UTurns Left Turns Approach UTurns Left Turns Approach UTurns Left Turns Approach UTurns Lek Turns Approach Through Turns Crossings Total Through Turns Crossings Total Through turns crossings Total Through Turns Crossings Total 8:00 AM 0 0 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 0 0 0 3 0 0 3 13 8:15 AM 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 0 0 4 0 0 4 12 8:30 AM 0 0 0 0 0 0 0 0 9 0 1 9 0 0 0 0 0 0 0 0 5 0 0 5 14 8:45 AM 0 0 0 0 0 0 0 0 7 0 1 7 0 0 0 0 0 0 0 0 1 0 0 1 8 Hourly Total 0 0 0 0 0 0 0 0 34 0 2 34 0 0 0 0 0 0 0 0 13 0 0 13 47 9:00 AM 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 0 0 8 0 0 8 15 9:15 AM 0 0 0 0 0 0 0 0 9 0 0 9 0 0 0 0 0 0 0 0 6 0 0 6 15 9:30 AM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 3 0 0 3 8 9:45 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 Hourly Total 0 0 0 0 0 0 0 0 22 0 0 22 0 0 0 0 0 0 0 0 18 0 0 18 40 10:00 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 2 0 0 2 5 10:15 AM 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 0 0 3 0 0 3 11 10:30 AM 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 0 0 2 0 0 2 8 10:45 AM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 5 0 0 5 10 Hourly Total 0 0 0 0 0 0 0 0 22 0 0 22 0 0 0 0 0 0 0 0 12 0 0 12 34 11:00AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 1 0 0 0 4 0 0 4 7 11:15 AM 0 0 0 0 0 0 0 0 8 0 3 8 0 0 0 0 0 0 0 0 9 0 0 9 17 11:30 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 3 0 0 3 6 11:45 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 8 0 0 8 10 Hourly Total 0 0 0 0 0 0 0 0 16 0 3 16 0 0 0 0 1 0 0 0 24 0 0 24 40 12:00 PM 0 0 0 0 1 0 0 0 8 0 2 8 0 0 0 0 3 0 0 0 6 0 0 6 14 12:15 PM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 3 0 0 3 8 12:30 PM 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 0 0 4 0 0 4 11 12:45 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 2 0 0 2 6 Hourly Total 0 0 0 0 1 0 0 0 24 0 2 24 0 0 0 0 3 0 0 0 15 0 0 15 39 1:00 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 10 0 0 10 13 1:15 PM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 5 0 0 5 10 1:30 PM 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 0 0 5 0 0 5 13 1:45 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 4 0 0 4 8 Hourly Total 0 0 0 0 0 0 0 0 20 0 0 20 0 0 0 0 0 0 0 0 24 0 0 24 44 2:00 PM 0 0 0 0 0 0 0 0 3 0 1 3 0 0 0 0 0 0 0 0 5 0 0 5 8 2:15 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 5 0 0 5 8 2:30 PM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 1 0 0 0 3 0 0 3 8 2:45 PM 0 0 0 0 0 0 0 0 3 0 2 3 0 0 0 0 0 0 0 0 9 0 0 9 12 Hourly Total 0 0 0 0 0 0 0 0 14 0 3 14 0 0 0 0 1 0 0 0 22 0 0 22 36 3:00 PM 0 0 0 0 0 0 0 0 5 0 2 5 0 0 0 0 0 0 0 0 6 0 0 6 11 3:15 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 9 0 0 9 13 3:30 PM 0 0 0 0 5 0 0 0 8 0 0 8 0 0 0 0 0 0 0 0 5 0 0 5 13 3:45 PM 0 0 0 0 0 0 0 0 4 0 4 4 0 0 0 0 1 0 0 0 9 0 0 9 13 Hourly Total 0 0 0 0 5 0 0 0 21 0 6 21 0 0 0 0 1 0 0 0 29 0 0 29 50 Gander Drive east of Linder Road Meridian Idaho Tuesday,January 25,2022 Souhbound Westbound Northbound Eastbound 0 Gander Drive 0 Gander Drive VEHICLE Vehicle Vehicle Vehicle Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time UTurns Left Turns Approach UTurns Leh Turns Approach UTurns Left Turns Approach UTurns Leh Turns Approach Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 1 0 0 0 7 0 0 7 7 4:15 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 7 0 0 7 10 4:30 PM 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 0 0 8 0 0 8 14 4:45 PM 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 0 0 5 0 0 5 12 Hourly Total 0 0 0 0 0 0 0 0 16 0 5 16 0 0 0 0 1 0 0 0 27 0 0 27 43 5:00 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 8 0 0 8 12 5:15 PM 0 0 0 0 2 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 17 0 0 17 19 5:30 PM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 14 0 0 14 19 5:45 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 6 0 0 6 10 Hourly Total 0 0 0 0 2 0 0 0 15 0 0 15 0 0 0 0 0 0 0 0 45 0 0 45 60 6:00 PM 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 0 0 6 0 0 6 12 6:15 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 10 0 0 10 14 6:30 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 5 0 0 5 7 6:45 PM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 8 0 0 8 13 Hourly Total 0 0 0 0 0 0 0 0 17 0 0 17 0 0 0 0 0 0 0 0 29 0 0 29 46 7:00 PM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 1 0 0 0 6 0 0 6 11 7:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 5 0 0 5 5 7:30 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 3 0 0 3 6 7:45 PM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 4 0 0 4 9 Hourly Total 0 0 0 0 0 0 0 0 13 0 0 13 0 0 0 0 2 0 0 0 18 0 0 18 31 8:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 6 0 0 6 7 8:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 0 2 2 8:30 PM 0 0 0 0 0 0 0 0 1 0 1 1 0 0 0 0 0 0 0 0 2 0 0 2 3 8:45 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 2 0 0 2 5 Hourly Total 0 0 0 0 0 0 0 0 5 0 1 5 0 0 0 0 1 0 0 0 12 0 0 12 17 9:00 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 4 0 0 4 8 9:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 6 0 0 6 7 9:30 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 2 0 0 2 5 9:45 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 2 0 0 2 6 Hourly Total 0 0 0 0 0 0 0 0 12 0 0 12 0 0 0 0 0 0 0 0 14 0 0 14 26 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 10:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 10:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 3 10:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 3 Hourly Total 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 9 0 0 9 10 11:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 11:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 11:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 11:45 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 1 0 0 1 3 Hourly Total 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 3 0 0 3 6 DAILYTOTAL 0 0 0 0 9 0 0 0 330 0 26 330 0 0 0 0 11 0 0 0 336 0 0 336 666 Cars 0 0 0 0 9 0 0 0 326 0 26 326 0 0 0 0 11 0 0 0 331 0 0 331 657 Heavy Vehicles 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 5 0 0 5 9 Heavy Vehicle% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 1.21% 0.00% 0.00% 1.21% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 1.49% 0.00% 0.00% 1.49% 1.35% Pelican Way south of Waltman Drive Meridian Idaho Tuesday,January 25,2022 Southbound Westbound Northbound Eastbound Pelican Way 0 Pelican Way 0 VEHICLE Vehicle Vehicle Vehicle Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time UTurns Left Turns Approach UTurns Left Turns Approach UTurns Left Turns Approach UTurns Lek Turns Approach Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 12:00 AM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 12:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:30 AM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 12:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 3:30 AM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 3:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 Hourly Total 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 3 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 5:15 AM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 3 5:30 AM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 3 5:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 Hourly Total 0 0 2 0 0 2 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 8 6:00 AM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 6:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 2 6:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 1 0 7 6:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 6 Hourly Total 0 0 1 0 0 1 0 0 0 0 0 0 0 0 16 0 0 16 0 0 0 0 1 0 17 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 7 7:15 AM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 7 7:30 AM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 9 7:45 AM 0 0 3 0 0 3 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 11 Hourly Total 0 0 5 0 0 5 0 0 0 0 0 0 0 0 29 0 0 29 0 0 0 0 0 0 34 Pelican Way south of Waltman Drive Meridian Idaho Tuesday,January 25,2022 Southbound Westbound Northbound Eastbound Pelican Way 0 Pelican Way 0 VEHICLE Vehicle Vehicle Vehicle Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time UTurns Left Turns Approach UTurns Left Turns Approach UTurns Left Turns Approach UTurns Lek Turns Approach Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 8:00 AM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 7 8:15 AM 0 0 4 0 0 4 0 0 0 0 1 0 0 0 4 0 0 4 0 0 0 0 0 0 8 8:30 AM 0 0 4 0 0 4 0 0 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 0 15 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 2 Hourly Total 0 0 9 0 0 9 0 0 0 0 1 0 0 0 23 0 0 23 0 0 0 0 0 0 32 9:00 AM 0 0 3 0 0 3 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 6 9:15 AM 0 0 6 0 0 6 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 9 9:30 AM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 5 9:45 AM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Hourly Total 0 0 11 0 0 11 0 0 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 0 21 10:00 AM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 10:15 AM 0 0 1 0 0 1 0 0 0 0 1 0 0 0 3 0 0 3 0 0 0 0 0 0 4 10:30 AM 0 0 3 0 0 3 0 0 0 0 1 0 0 0 4 0 0 4 0 0 0 0 0 0 7 10:45 AM 0 0 5 0 0 5 0 0 0 0 1 0 0 0 1 0 0 1 0 0 0 0 0 0 6 Hourly Total 0 0 10 0 0 10 0 0 0 0 3 0 0 0 9 0 0 9 0 0 0 0 0 0 19 11:00AM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 3 11:15 AM 0 0 3 0 0 3 0 0 0 0 1 0 0 0 5 0 0 5 0 0 0 0 0 0 8 11:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 2 0 0 2 0 0 0 0 0 0 2 11:45 AM 0 0 2 0 0 2 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 3 Hourly Total 0 0 6 0 0 6 0 0 0 0 2 0 0 0 10 0 0 10 0 0 0 0 0 0 16 12:00 PM 0 0 3 0 0 3 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 8 12:15 PM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 6 12:30 PM 0 0 5 0 0 5 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 13 12:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 5 0 0 5 0 0 0 0 0 0 5 Hourly Total 0 0 9 0 0 9 0 0 0 0 1 0 0 0 23 0 0 23 0 0 0 0 0 0 32 1:00 PM 0 0 3 0 0 3 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 5 1:15 PM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 7 1:30 PM 0 0 2 0 0 2 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 5 1:45 PM 0 0 3 0 0 3 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 5 Hourly Total 0 0 9 0 0 9 0 0 0 0 0 0 0 0 13 0 0 13 0 0 0 0 0 0 22 2:00 PM 0 0 6 0 0 6 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 7 2:15 PM 0 0 2 0 0 2 0 0 0 0 0 0 1 0 3 0 0 4 0 0 0 0 1 0 6 2:30 PM 0 0 3 0 0 3 0 0 0 0 2 0 1 0 1 0 0 2 0 0 0 0 0 0 5 2:45 PM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 Hourly Total 0 0 12 0 0 12 0 0 0 0 2 0 2 0 6 0 0 8 0 0 0 0 1 0 20 3:00 PM 0 0 5 0 0 5 0 0 0 0 1 0 0 0 1 0 0 1 0 0 0 0 0 0 6 3:15 PM 0 0 2 0 0 2 0 0 0 0 2 0 0 0 1 0 0 1 0 0 0 0 6 0 3 3:30 PM 0 0 2 0 0 2 0 0 0 0 2 0 0 0 5 0 0 5 0 0 0 0 0 0 7 3:45 PM 0 0 5 0 0 5 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 6 Hourly Total 0 0 14 0 0 14 0 0 0 0 5 0 0 0 8 0 0 8 0 0 0 0 6 0 22 Pelican Way south of Waltman Drive Meridian Idaho Tuesday,January 25,2022 Southbound Westbound Northbound Eastbound Pelican Way 0 Pelican Way 0 VEHICLE Vehicle Vehicle Vehicle Vehicle Time UTurns Left Turns Straight Right Crosswalk Approach UTurns Left Turns Approach UTurns Left Turns Straight Right Crosswalk Straight Right Crosswalk Approach UTurns Lek Turns Approach Straight Right Crosswalk TOTAL Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 4:00 PM 0 0 5 0 0 5 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 8 4:15 PM 0 0 7 0 0 7 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 9 4:30 PM 0 0 5 0 0 5 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 12 4:45 PM 0 0 6 0 0 6 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 10 Hourly Total 0 0 23 0 0 23 0 0 0 0 0 0 0 0 16 0 0 16 0 0 0 0 0 0 39 5:00 PM 0 0 3 0 0 3 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 5 5:15 PM 0 0 10 0 0 10 0 0 0 0 1 0 0 0 1 0 0 1 0 0 0 0 0 0 11 5:30 PM 0 0 8 0 0 8 0 0 0 0 2 0 0 0 2 0 0 2 0 0 0 0 1 0 10 5:45 PM 0 0 5 0 0 5 0 0 0 0 1 0 0 0 1 0 0 1 0 0 0 0 0 0 6 Hourly Total 0 0 26 0 0 26 0 0 0 0 4 0 0 0 6 0 0 6 0 0 0 0 1 0 32 6:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 6 6:15 PM 0 0 12 0 0 12 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 16 6:30 PM 0 0 4 0 0 4 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 7 6:45 PM 0 0 2 0 0 2 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 6 Hourly Total 0 0 18 0 0 18 0 0 0 0 0 0 0 0 17 0 0 17 0 0 0 0 0 0 35 7:00 PM 0 0 3 0 0 3 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 8 7:15 PM 0 0 4 0 0 4 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 5 7:30 PM 0 0 3 0 0 3 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 5 7:45 PM 0 0 2 0 0 2 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 5 Hourly Total 0 0 12 0 0 12 0 0 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 0 23 8:00 PM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 8:15 PM 0 0 5 0 0 5 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1 0 6 8:30 PM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 3 8:45 PM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 4 Hourly Total 0 0 8 0 0 8 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 1 0 15 9:00 PM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 9:15 PM 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 9:30 PM 0 0 2 0 0 2 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 4 9:45 PM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 3 Hourly Total 0 0 7 0 0 7 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 12 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:15 PM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 10:30 PM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 10:45 PM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 Hourly Total 0 0 3 0 0 3 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 4 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 PM 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 11:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 1 Hourly Total 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 2 DAILYTOTAL 0 0 189 0 0 189 0 0 0 0 18 0 2 0 219 0 0 221 0 0 0 0 10 0 410 Cars 0 0 186 0 0 186 0 0 0 0 18 0 2 0 219 0 0 221 0 0 0 0 10 0 407 Heavy Vehicles 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 Heavy Vehicle% 0.00% 0.00% 1.59% 0.00% 0.00% 1.59% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.73% Pintail Drive East of Spoonbill Avenue Meridian Idaho Tuesday,January 25,2022 Southbound Westbound Northbound Eastbound 0 Pintail Drive 0 Pintail Drive VEHICLE Vehicle Vehicle Vehicle Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time UTurns Left Turns Approach UTurns Left7urns Approach UTurns Left Turns Approach UTurns Lek Turns Approach Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 12:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 12:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 12:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 5 5 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 3:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Hourly Total 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 4:30 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 4:45 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Hourly Total 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 5:00 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 5:15 AM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 1 0 0 1 5 5:30 AM 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 0 0 1 0 0 1 8 5:45 AM 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 1 0 0 0 0 0 0 0 6 Hourly Total 0 0 0 0 0 0 0 0 19 0 0 19 0 0 0 0 1 0 0 0 2 0 0 2 21 6:00 AM 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 7 6:15 AM 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 7 6:30 AM 0 0 0 0 0 0 0 0 16 0 0 16 0 0 0 0 0 0 0 0 1 0 0 1 17 6:45 AM 0 0 0 0 0 0 0 0 16 0 0 16 0 0 0 0 0 0 0 0 3 0 0 3 19 Hourly Total 0 0 0 0 0 0 0 0 46 0 0 46 0 0 0 0 0 0 0 0 4 0 0 4 50 7:00 AM 0 0 0 0 0 0 0 0 13 0 0 13 0 0 0 0 2 0 0 0 0 0 0 0 13 7:15 AM 0 0 0 0 0 0 0 0 24 0 0 24 0 0 0 0 0 0 0 0 2 0 0 2 26 7:30 AM 0 0 0 0 0 0 0 0 14 0 0 14 0 0 0 0 0 0 0 0 5 0 0 5 19 7:45 AM 0 0 0 0 4 0 0 0 12 0 0 12 0 0 0 0 0 0 1 0 5 0 0 6 1 18 Hourly Total 0 0 0 0 4 0 0 0 63 0 0 63 0 0 0 0 2 0 1 0 12 0 0 13 1 76 Pintail Drive East of Spoonbill Avenue Meridian Idaho Tuesday,January 25,2022 Southbound Westbound Northbound Eastbound 0 Pintail Drive 0 Pintail Drive VEHICLE Vehicle Vehicle Vehicle Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time UTurns Left Turns Approach UTurns Left7urns Approach UTurns Left Turns Approach UTurns Lek Turns Approach Through Turns Crossings Total through turns Crossings Total Through turns crossings Total Through Turns Crossings Total 8:00 AM 0 0 0 0 0 0 0 0 13 0 0 13 0 0 0 0 0 0 0 0 4 0 0 4 17 8:15 AM 0 0 0 0 0 0 0 0 16 0 0 16 0 0 0 0 0 0 0 0 5 0 0 5 21 8:30 AM 0 0 0 0 0 0 0 0 10 0 0 10 0 0 0 0 1 0 0 0 3 0 0 3 13 8:45 AM 0 0 0 0 0 0 0 0 12 0 0 12 0 0 0 0 0 0 0 0 2 0 0 2 14 Hourly Total 0 0 0 0 0 0 0 0 51 0 0 51 0 0 0 0 1 0 0 0 14 0 0 14 65 9:00 AM 0 0 0 0 0 0 0 0 19 0 0 19 0 0 0 0 0 0 0 0 5 0 0 5 24 9:15 AM 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 0 0 11 0 0 11 19 9:30 AM 0 0 0 0 0 0 0 0 9 0 0 9 0 0 0 0 0 0 0 0 9 0 0 9 18 9:45 AM 0 0 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 0 0 0 3 0 0 3 14 Hourly Total 0 0 0 0 0 0 0 0 47 0 0 47 0 0 0 0 0 0 0 0 28 0 0 28 75 10:00 AM 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 0 0 5 0 0 5 12 10:15 AM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 4 0 0 4 8 10:30 AM 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 1 0 0 0 5 0 0 5 12 10:45 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 9 0 0 9 11 Hourly Total 0 0 0 0 0 0 0 0 20 0 0 20 0 0 0 0 1 0 0 0 23 0 0 23 43 11:00AM 0 0 0 0 0 0 0 0 9 0 0 9 0 0 0 0 0 0 0 0 3 0 0 3 12 11:15 AM 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 2 0 0 0 2 0 0 2 9 11:30 AM 0 0 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 0 0 0 3 0 0 3 13 11:45 AM 0 0 0 0 1 0 0 0 6 0 0 6 0 0 0 0 0 0 0 0 5 0 0 5 11 Hourly Total 0 0 0 0 1 0 0 0 32 0 0 32 0 0 0 0 2 0 0 0 13 0 0 13 45 12:00 PM 0 0 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 0 0 0 11 0 0 11 21 12:15 PM 0 0 0 0 0 0 0 0 12 0 0 12 0 0 0 0 0 0 1 0 6 0 0 7 19 12:30 PM 0 0 0 0 0 0 0 0 9 0 0 9 0 0 0 0 0 0 0 0 15 0 0 15 24 12:45 PM 0 0 0 0 0 0 0 0 13 0 0 13 0 0 0 0 0 0 0 0 10 0 0 10 23 Hourly Total 0 0 0 0 0 0 0 0 44 0 0 44 0 0 0 0 0 0 1 0 42 0 0 43 87 1:00 PM 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 0 0 8 0 0 8 16 1:15 PM 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 0 1 0 0 0 5 0 0 5 13 1:30 PM 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 0 0 9 0 0 9 16 1:45 PM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 4 0 0 4 9 Hourly Total 0 0 0 0 0 0 0 0 28 0 0 28 0 0 0 0 1 0 0 0 26 0 0 26 54 2:00 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 1 0 0 0 11 0 0 11 14 2:15 PM 0 0 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 0 0 0 9 0 0 9 19 2:30 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 10 0 0 10 14 2:45 PM 0 0 0 0 2 0 0 0 7 0 0 7 0 0 0 0 0 0 1 0 10 0 0 11 18 Hourly Total 0 0 0 0 2 0 0 0 24 0 0 24 0 0 0 0 1 0 1 0 40 0 0 41 65 3:00 PM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 9 0 0 9 14 3:15 PM 0 0 0 0 4 0 0 0 8 0 0 8 0 0 0 0 0 0 0 0 11 0 0 11 19 3:30 PM 0 0 0 0 0 0 0 0 10 0 0 10 0 0 0 0 0 0 0 0 16 0 0 16 26 3:45 PM 0 0 0 0 1 0 0 0 5 0 0 5 0 0 0 0 2 0 1 0 10 0 0 11 16 Hourly Total 0 0 0 0 5 0 0 0 28 0 0 28 0 0 0 0 2 0 1 0 46 0 0 47 75 Pintail Drive East of Spoonbill Avenue Meridian Idaho Tuesday,January 25,2022 Southbound Westbound Northbound Eastbound 0 Pintail Drive 0 Pintail Drive VEHICLE Vehicle Vehicle Vehicle Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time UTurns Left Turns Approach UTurns Left Turns Approach UTurns Left Turns Approach UTurns Lek Turns Approach Through Turns Crossings Total Through turns Crossings Total Through turns crossings Total Through Turns Crossings Total 4:00 PM 0 0 0 0 0 0 0 0 12 0 0 12 0 0 0 0 0 0 0 0 16 0 0 16 28 4:15 PM 0 0 0 0 0 0 0 0 12 0 0 12 0 0 0 0 0 0 1 0 16 0 0 17 29 4:30 PM 0 0 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 0 0 0 18 0 0 18 29 4:45 PM 0 0 0 0 0 0 0 0 14 0 0 14 0 0 0 0 0 0 0 0 19 0 0 19 33 Hourly Total 0 0 0 0 0 0 0 0 49 0 0 49 0 0 0 0 0 0 1 0 69 0 0 70 119 5:00 PM 0 0 0 0 0 0 0 0 13 0 0 13 0 0 0 0 0 0 0 0 18 0 0 18 31 5:15 PM 0 0 0 0 0 0 0 0 10 0 0 10 0 0 0 0 4 0 1 0 30 0 0 31 41 5:30 PM 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 0 0 26 0 0 26 32 5:45 PM 0 0 0 0 1 0 0 0 6 0 0 6 0 0 0 0 0 0 0 0 13 0 0 13 19 Hourly Total 0 0 0 0 1 0 0 0 35 0 0 35 0 0 0 0 4 0 1 0 87 0 0 88 123 6:00 PM 0 0 0 0 0 0 0 0 14 0 0 14 0 0 0 0 0 0 0 0 11 0 0 11 25 6:15 PM 0 0 0 0 0 0 0 0 9 0 0 9 0 0 0 0 0 0 0 0 18 0 0 18 27 6:30 PM 0 0 0 0 0 0 0 0 13 0 0 13 0 0 0 0 0 0 0 0 6 0 0 6 19 6:45 PM 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 0 0 8 0 0 8 15 Hourly Total 0 0 0 0 0 0 0 0 43 0 0 43 0 0 0 0 0 0 0 0 43 0 0 43 86 7:00 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 13 0 0 13 17 7:15 PM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 7 0 0 7 12 7:30 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 7 0 0 7 10 7:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 11 0 0 11 12 Hourly Total 0 0 0 0 0 0 0 0 13 0 0 13 0 0 0 0 0 0 0 0 38 0 0 38 51 8:00 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 9 0 0 9 12 8:15 PM 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 0 0 11 0 0 11 19 8:30 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 3 0 0 3 6 8:45 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 3 0 0 3 5 Hourly Total 0 0 0 0 0 0 0 0 16 0 0 16 0 0 0 0 0 0 0 0 26 0 0 26 42 9:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 5 0 0 5 6 9:15 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 8 0 0 8 11 9:30 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 9 0 0 9 10 9:45 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 2 0 0 2 6 Hourly Total 0 0 0 0 0 0 0 0 9 0 0 9 0 0 0 0 0 0 0 0 24 0 0 24 33 10:00 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 6 0 0 6 8 10:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 5 0 0 5 6 10:30 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 1 0 0 1 3 10:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 Hourly Total 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 14 0 0 14 19 11:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 11:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 3 0 0 3 4 11:30 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 11:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 Hourly Total 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 5 0 0 5 8 DAILYTOTAL 0 0 0 0 13 0 0 0 580 0 0 580 0 0 0 0 15 0 6 0 161 0 0 567 1147 Cars 0 0 0 0 13 0 0 0 575 0 0 575 0 0 0 0 15 0 6 0 556 0 0 562 1137 Heavy Vehicles 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 5 0 0 5 10 Heavy Vehicle% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.86% 0.00% 0.00% 0.86% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.89% 0.00% 0.00% 0.88% 0.87% Waltman Drive east of Pelican Way Meridian Idaho Tuesday,January 25,2022 Southbound Westbound Northbound Eastbound 0 Waltman Drive 0 Waltman Drive VEHICLE Vehicle Vehicle Vehicle Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time UTurns Left Turns Approach UTurns Left7urns Approach UTurns Left Turns Approach UTurns Lek Turns Approach Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 12:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 12:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 3 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 3:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 3:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 5:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 6:00 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 1 0 0 0 0 0 0 0 2 6:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 6:30 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 6:45 AM 0 0 0 0 1 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 Hourly Total 0 0 0 0 1 0 0 0 8 0 0 8 0 0 0 0 1 0 0 0 0 0 0 0 8 7:00 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 7:15 AM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 4 7:30 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 2 0 0 0 0 0 0 0 1 7:45 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 1 2 Hourly Total 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 0 2 0 0 0 0 0 0 0 8 Waltman Drive east of Pelican Way Meridian Idaho Tuesday,January 25,2022 Southbound Westbound Northbound Eastbound 0 Waltman Drive 0 Waltman Drive VEHICLE Vehicle Vehicle Vehicle Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time UTurns Left Turns Approach UTurns Left Turns Approach UTurns Left Turns Approach UTurns Lek Turns Approach Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 8:15 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 1 0 0 1 4 8:30 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 8:45 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 2 0 0 2 5 Hourly Total 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 0 0 4 0 0 4 11 9:00 AM 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 0 0 1 0 0 1 7 9:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 9:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 3 9:45 AM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 1 0 0 1 5 Hourly Total 0 0 0 0 0 0 0 0 11 0 0 11 0 0 0 0 0 0 0 0 6 0 0 6 17 10:00 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 2 0 0 2 5 10:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 1 0 0 0 1 0 0 1 2 10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 Hourly Total 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 1 0 0 0 4 0 0 4 8 11:00AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 11:15 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 3 0 0 3 5 11:30 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 4 0 0 4 5 11:45 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 1 0 0 1 4 Hourly Total 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 0 0 8 0 0 8 15 12:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 3 0 0 3 4 12:15 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 2 0 0 2 5 12:30 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 12:45 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 Hourly Total 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 0 0 5 0 0 5 13 1:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 1:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 1:30 PM 0 0 0 0 1 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 3 0 0 3 4 1:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 1 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 3 0 0 3 6 2:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 2:15 PM 0 0 0 0 1 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 3 0 0 3 4 2:30 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 2:45 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 1 0 0 0 2 0 0 2 4 Hourly Total 0 0 0 0 1 0 0 0 5 0 0 5 0 0 0 0 1 0 0 0 8 0 0 8 13 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 3:15 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 1 0 0 0 1 0 0 1 3 3:30 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 1 0 0 0 1 0 0 1 5 3:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 1 2 Hourly Total 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 2 0 0 0 5 0 0 5 12 Waltman Drive east of Pelican Way Meridian Idaho Tuesday,January 25,2022 Souhbound Westbound Northbound Eastbound 0 Waltman Drive 0 Waltman Drive VEHICLE Vehicle Vehicle Vehicle Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time U Turns Left Turns Approach U Turns Left Turns Approach U Turns Left Turns Approach U Turns Lek Turns Approach Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 4 4 4:15 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 5 0 0 5 8 4:30 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 2 0 0 2 4 4:45 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 3 0 0 3 5 Hourly Total 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 0 0 14 0 0 14 21 5:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 6 0 0 6 7 5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 4 4 5:30 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 2 0 0 0 6 0 0 6 9 5:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 Hourly Total 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 2 0 0 0 18 0 0 18 23 6:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 4 0 0 4 5 6:15 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 4 0 0 4 6 6:30 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 6:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 Hourly Total 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 9 0 0 9 14 7:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 7:15 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 3 0 0 3 5 7:30 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 7:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 Hourly Total 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 6 0 0 6 10 8:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 3 8:15 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 8:30 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 8:45 PM 0 0 0 0 1 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 Hourly Total 0 0 0 0 2 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 6 0 0 6 9 9:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 9:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 3 9:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 3 0 0 3 4 10:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 10:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 3 10:30 PM 0 0 0 0 1 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 10:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 Hourly Total 0 0 0 0 1 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 6 0 0 6 8 11:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 11:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 11:30 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 11:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 Hourly Total 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 3 0 0 3 5 DAILYTOTAL 0 0 0 0 6 0 0 0 101 0 0 101 0 0 0 0 9 0 0 0 112 0 0 112 213 Cars 0 0 0 0 6 0 0 0 101 0 0 101 0 0 0 0 9 0 0 0 109 0 0 109 210 Heavy Vehicles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 3 Heavy Vehicle% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 2.68% 0.00% 0.00% 2.68% 1.41% Waltman Lane East of Ten Mile Creek Meridian Idaho Tuesday,January 25,2022 Southbound Westbound Northbound Eastbound 0 Waltman Lane 0 Waltman Lane VEHICLE Vehicle Vehicle Vehicle Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time U Turns Left Turns Approach U Turns Left Turns Approach U Turns Left Turns Approach U Turns Lek Turns Approach Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 12:00 AM 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 12:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 12:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 1:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1:30 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 1:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 2:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 6:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 6:30 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 6:45 AM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 1 0 0 1 5 Hourly Total 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 2 0 0 2 7 7:00 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 3 0 0 3 6 7:15 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 10 0 0 10 12 7:30 AM 0 0 0 0 1 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 4 0 0 4 6 7:45 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 3 0 0 3 1 4 Hourly Total 0 0 0 0 1 0 0 0 8 0 0 8 0 0 0 0 0 0 0 0 20 0 0 20 1 28 Waltman Lane East of Ten Mile Creek Meridian Idaho Tuesday,January 25,2022 Southbound Westbound Northbound Eastbound 0 Waltman Lane 0 Waltman Lane VEHICLE Vehicle Vehicle Vehicle Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time UTurns Left Turns Approach UTurns Left Turns Approach UTurns Left Turns Approach UTurns Lek Turns Approach Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 8:00 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 2 0 0 2 5 8:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 8:30 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 1 0 0 1 4 8:45 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 3 0 0 3 4 Hourly Total 0 0 0 0 0 0 0 0 8 0 0 8 0 0 0 0 0 0 0 0 8 0 0 8 16 9:00 AM 0 0 0 0 0 0 1 0 1 0 0 2 0 0 0 0 0 0 0 0 2 0 0 2 4 9:15 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 9:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 9:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 1 0 4 0 0 5 0 0 0 0 0 0 0 0 3 0 0 3 8 10:00 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 2 0 0 2 4 10:15 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 10:30 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 10:45 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 3 0 0 3 4 Hourly Total 0 0 0 0 0 0 0 0 6 0 0 6 0 0 0 0 0 0 0 0 6 0 0 6 12 11:00AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 1 0 0 1 3 11:15 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 1 0 0 1 4 11:30 AM 0 0 0 0 0 0 1 0 1 0 0 2 0 0 0 0 0 0 0 0 3 0 0 3 5 11:45 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 1 0 0 1 3 Hourly Total 0 0 0 0 0 0 1 0 8 0 0 9 0 0 0 0 0 0 0 0 6 0 0 6 15 12:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12:15 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 2 0 0 2 4 12:30 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 12:45 PM 0 0 0 0 2 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 Hourly Total 0 0 0 0 2 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 4 0 0 4 8 1:00 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 2 0 0 2 4 1:15 PM 0 0 0 0 1 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 1:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 3 1:45 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 3 0 0 3 5 Hourly Total 0 0 0 0 1 0 0 0 6 0 0 6 0 0 0 0 0 0 0 0 8 0 0 8 14 2:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 2:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 2 2:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:45 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 1 0 0 1 3 Hourly Total 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 4 0 0 4 8 3:00 PM 0 0 0 0 1 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 3:15 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 2 0 0 2 3 3:30 PM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 4 0 0 4 9 3:45 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 1 1 2 Hourly Total 0 0 0 0 1 0 0 0 8 0 0 8 0 0 0 0 0 0 0 0 7 0 0 7 15 Waltman Lane East of Ten Mile Creek Meridian Idaho Tuesday,January 25,2022 Souhbound Westbound Northbound Eastbound 0 Waltman Lane 0 Waltman Lane VEHICLE Vehicle Vehicle Vehicle Vehicle Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk TOTAL Time U Turns Left Turns Approach U Turns Left Turns Approach U Turns Left Turns Approach U Turns Lek Turns Approach Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 4:15 PM 0 0 0 0 1 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 3 0 0 3 5 4:30 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 2 0 0 2 5 4:45 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 1 0 0 1 3 Hourly Total 0 0 0 0 1 0 0 0 7 0 0 7 0 0 0 0 0 0 0 0 7 0 0 7 14 5:00 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 5:15 PM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 4 0 0 4 9 5:30 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 2 0 0 2 6 5:45 PM 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 0 0 5 0 0 5 12 Hourly Total 0 0 0 0 0 0 0 0 19 0 0 19 0 0 0 0 0 0 0 0 11 0 0 11 30 6:00 PM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 6:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 3 3 6:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 6:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 Hourly Total 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 5 0 0 5 6 7:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 7:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 2 2 7:30 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 1 0 0 1 4 7:45 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 1 0 0 1 5 Hourly Total 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 0 0 6 0 0 6 13 8:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8:30 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 8:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 9:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 9:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 9:30 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 9:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 1 1 Hourly Total 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 3 0 0 3 5 10:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:30 PM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 1 0 0 1 3 10:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 1 0 0 1 3 11:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Hourly Total 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 DAILYTOTAL 0 0 0 0 6 0 3 0 103 0 0 106 0 0 0 0 0 0 0 0 104 0 0 104 210 Cars 0 0 0 0 6 0 3 0 99 0 0 102 0 0 0 0 0 0 0 0 100 0 0 100 202 Heavy Vehicles 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 4 0 0 4 8 Heavy Vehicle% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 3.88% 0.00% 0.00% 3.77% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 0.00% 3.85% 0.00% 0.00% 3.85% 3.81% Waltman Lane East of Ten Mile Creek Meridian Idaho Tuesday,January 25,2022 AM Peak Hour Southbound Westbound Northbound Eastbound Vehicle Vehicle Vehicle Vehicle VEHICLE Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Time UTurns Left Turns Approach UTurns Lek Turns Approach UTurns Left Turns Approach UTurns Lek Turns Approach TOTAL Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 7:00 AM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 3 0 0 3 6 7:15 AM 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 10 0 0 10 12 7:30 AM 0 0 0 0 1 0 0 0 2 0 0 2 0 0 0 0 0 0 0 0 4 0 0 4 6 7:45 AM 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0 0 0 0 3 0 0 3 4 Peak Hour Total 0 0 0 0 1 0 0 0 8 0 0 8 0 0 0 0 0 0 0 0 20 0 0 20 28 PHF 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.667 0.000 0.000 0.667 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.000 0.500 0.583 Heavy Vehicle% 0.00% 0.00% 0.00% 0.00% 0.00% 0.0% 0.00% 0.00% 0.00% 0.00% 0.00% 0.0% 1 0.00% 0.00% 0.00% 0.00% 0.00% 0.0% 0.00% 0.00% 10.00% 0.00% 0.00% 10.0% 7.14% PM Peak Hour Southbound Westbound Northbound Eastbound Vehicle Vehicle Vehicle Vehicle VEHICLE Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Straight Right Crosswalk Time UTurns Left Turns Approach UTurns Left Turns Approach UTurns Left Turns Approach UTurns Lek Turns Approach TOTAL Through Turns Crossings Totol Through Turns Crossings Total Through Turns Crossings Total Through Turns Crossings Total 5:00 PM 0 0 0 0 0 0 0 0 3 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 3 5:15 PM 0 0 0 0 0 0 0 0 5 0 0 5 0 0 0 0 0 0 0 0 4 0 0 4 9 5:30 PM 0 0 0 0 0 0 0 0 4 0 0 4 0 0 0 0 0 0 0 0 2 0 0 2 6 5:45 PM 0 0 0 0 0 0 0 0 7 0 0 7 0 0 0 0 0 0 0 0 5 0 0 5 12 Peak Hour Total 0 0 0 0 0 0 0 0 19 0 0 19 0 0 0 0 0 0 0 0 11 0 0 11 30 PHF 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.679 0.000 0.000 0.679 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.550 0.000 0.000 0.550 0.625 Heavy Vehicle% 0.00% 0.00% 0.00% 0.00% 0.00% 0.0% 0.00% 0.00% 10.53% 0.00% 0.00% 10.5% 1 0.00% 0.00% 0.00% 0.00% 0.00% 0.0% 0.00% 0.00% 0.00% 0.00% 0.00% 0.0% 6.67% Total Vehicles On Le 0 Vehicles Entering Vehicles Exiting Intersection 0 Intersection 0 Southbound Cars 0 0 0 0 6 Hea 0 0 0 0 0 Total 0 0 0 0 6 Cars Heavy Total Cars Heavy Total Vehicles Vehicles Entering 0 0 0 0 0 0 Entering Total Intersection /7 Intersection Total Vehicles 104 'a0 0 0 499 4 103 m 106 Vehicles on Leg 207 w 0 0 0 J Daily Volumes j 0 0 0 n e° 213 Vehicles Vehicles Exiting 100 4 104 3 0 3 EAfing Intersection Intersection 103 0 0 0 v'fC,$ 0 0 0 107 �� s1 ♦1 t Cars 0 0 0 0 0 Hea 0 0 0 0 0 Total 0 0 0 0 0 Northbound Vehicles Entering Vehicles Exiting Intersection 0 Intersection 0 Total Vehicles On Leg 0 Franklin/Meridian Waltman/Meridian/Main/Central SPU I/Meridian Overland/Meridian EBT EBR WBL WBT SBL SBT SBR EBL EBT EBR WBL WET WBR NBL NBT NBR SBU SBL SET SBR EBL EBR WBL WBR NBL NBT NBR SBL SET SBR EBL EBT EBR WBL WBT WBR NBL NET NBR SBL SBT SBR Existing AM 774 344 184 527 233 987 69 2 0 1 156 0 71 0 1531 283 5 60 1459 3 556 384 394 478 427 731 835 708 425 342 459 634 67 91 140 229 59 1456 383 343 669 217 PM 617 399 353 1149 152 1193 152 5 1 5 472 3 170 8 1810 322 12 148 1765 4 379 497 970 819 466 820 629 600 979 613 310 323 194 361 668 485 122 973 171 365 1453 513 Shoulder Factor AM 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72%72%72% 72% 72% 72% 72% 72% 72% 72% 72% 72% 72% PM 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84%84%84% 84% 84% 84% 84% 84% 84% 84% 84% 84% 84% Shoulder Volumes AM 557 248 132 379 168 711 50 1 0 1 112 0 51 0 1102 204 4 43 1050 2 400 276 276 344 307 526 601 510 306 246 330 456 48 66 101 165 42 1048 276 247 482 156 PM 518 335 297 965 128 1002 128 4 1 4 396 3 143 7 1520 270 10 124 1483 3 318 417 815 688 391 689 528 504 822 515 260 271 163 303 561 407 102 817 144 307 1221 431 Growth Rate 1.40% 1.40% 0.80% 0.80% 1.40% 1.40% 1.40% 4.90% 4.90% 4.90% 0.60% 0.60% 0.60% 2.30% 2.30% 2.30% 2.70% 2.70% 2.70% 2.70% 2% 2% 0.40% 0.40% 3.60% 3.60% 3.60% 2.30% 2.30% 2.30% 2% 2% 2% 2% 2% 2% 3.60% 3.60% 3.60% 3.60% 3.60% 3.60% 1.40% 1.40% 0.80% 0.80% 1.40% 1.40% 1.40% 4.90% 4.90% 4.90% 0.60% 0.60% 0.60% 2.30% 2.30% 2.30% 2.70% 2.70% 2.70% 2.70% 2% 2% 0.40% 0.40% 3.60% 3.60% 3.60% 2.30% 2.30% 2.30% 2% 2% 2% 2% 2% 2% 3.60% 3.60% 3.60% 3.60% 3.60% 3.60% 2025 Future No Build w/o TC SHOULDERVolumes AM 589 262 136 391 178 752 53 1 0 1 115 0 52 0 1207 223 4 48 1168 2 433 299 280 350 354 606 692 559 335 269 357 494 52 71 109 179 48 1207 318 285 555 180 PM 548 354 307 996 135 1059 135 5 1 5 406 3 146 8 1665 296 11 138 1650 3 344 451 828 699 450 794 608 552 900 564 281 293 176 328 607 441 118 941 166 354 1407 496 Pipeline Volumes(Tanner Creek (TC() AM 14 53 107 29 14 12 12 5 43 21 43 5 21 PM 59 53 107 118 59 47 47 24 43 21 43 24 21 2025 Future No Build w/TC Volumes AM 589 262 136 391 178 766 53 54 0 108 115 0 52 29 1207 223 4 48 1168 16 445 299 280 362 354 611 692 602 356 312 357 494 52 71 109 179 48 1212 318 285 576 180 SHOULDER PM 548 354 307 996 135 1118 135 58 1 112 406 3 146 126 1665 296 11 138 1650 62 391 451 828 746 450 818 608 595 921 607 281 293 176 328 607 441 118 965 166 354 1428 496 Dedicated Project Trips%Enter AM 15% 10% 5% 60% 25% 15% 15% 30% 5% 10% 15% PM 15% 10% 5% 60% 25% 15% 15% 30% 5% 10% 15% Dedicated Project Trips%Exit AM 25% 5% 60% 15% 30% 15% 10% 15% 5% PM 25% 5% 60% 15% 30% 15% 10% 15% 5% Dedicated Project Trips Enter AM 0 0 63 0 0 42 0 0 0 0 0 21 0 253 0 0 0 0 0 105 63 0 0 63 0 126 0 0 0 0 21 0 0 0 0 42 0 63 0 0 0 0 PM 0 0 51 0 0 34 0 0 0 0 0 17 0 206 0 0 0 0 0 86 51 0 0 51 0 103 0 0 0 0 17 0 0 0 0 34 0 51 0 0 0 0 Dedicated Project Trips Exit AM 0 0 0 0 0 0 0 64 13 154 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 38 77 38 0 0 0 0 0 0 0 0 0 26 38 13 PM 0 0 0 0 0 0 0 104 21 248 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 62 124 62 0 0 0 0 0 0 0 0 0 41 62 21 Pass-By%Enter AM 51% -51% -49% 49% PM 47% -47% -53% 53% Pass-By%Exit AM 51% 49% PM 47% 53% Pass-By Enter AM 0 0 0 0 0 0 0 0 0 0 0 0 0 39 -39 0 0 0 -38 38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 103 -103 0 0 0 -116 116 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pass-By Exit AM 0 0 0 0 0 0 0 38 0 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM 0 0 0 0 0 0 0 103 0 117 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2025 Future Build Volumes without SHOULDER TC AM 589 262 199 391 178 794 53 103 13 191 115 21 52 292 1168 223 4 48 1130 145 496 299 280 413 354 732 692 597 412 307 378 494 52 71 109 221 48 1270 318 311 593 193 PM 548 354 358 996 135 1093 135 212 22 370 406 20 146 317 1562 296 11 138 1534 205 395 451 828 750 450 897 608 614 1024 626 298 293 176 328 607 475 118 992 166 395 1469 517 2025 Future Build Volumes with TC AM 589 262 199 391 178 808 53 156 13 298 115 21 52 321 1168 223 4 48 1130 159 508 299 280 425 354 737 692 640 433 350 378 494 52 71 109 221 48 1275 318 311 614 193 SHOULDER PM 548 354 358 996 135 1152 135 265 22 477 406 20 146 435 1562 296 11 138 1534 264 442 451 828 797 450 921 608 657 1045 669 298 293 176 328 607 475 118 1016 166 395 1490 517 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho APPENDIX C: COMPASS FORECASTS June 2022 C Waltman Development (2017 COMPASS Model Results) The following summarizes the results of an area of influence model run for a proposed development located south of Waltman Lane and west of Meridian Road. The proposed development will consist of 138 single family units and 312 multi-family units with an anticipated build out by 2025. See figure 1. L __ �2 Franklin Crest Wood a Crest s m Barreg s 3 Wood a Z� Louisvilie A�tle Pose 1021 n Green ad r f WE Barrett 1023 Autumn 0 �Y Park Calcite Fulmer n `a �a Mefganzer o a, Hanover 1022 1031 as Merga nzer �nh Pennwood m Pintaii _ n n aq �, Joshua tr�r x J Core toCorr o Bayeux x 1026 Warr c G Ganders n � g Waltman CD v Waltrnan 0 f Brown Trout m �� c P g o $( Eitl� H Q) U O rp COrq ,y m �� rRi O Verbena m Verbena ke o d 902' 1025 a Silver J rn n � Salmon ae�snpe ro Jacksnip C7 4 Interstate a Principal Arterial k Minor Arterial 4 1073 Sa�mo Country Collector m Terrace - - - - Proposed Collector F - - - - Propose Expressway Overland m Local o TAZ Boundary 3 Figure 1:TAZ 1024 Table 1 provides the existing demographics for TAZs 1024 and the demographics for the proposed development that were used for the area of influence model run. Table 1 2017 2025 with proposal 2040 HH Jobs HH Jobs HH Jobs TAZ 1024 32 49 482 131 42 458 The area of influence results for the proposed development are shown in figures 2. The 2040 peak hour results are shown in figures 3 and 4. Figure 2:Area of Influence, Peak hour demand contribution to the total peak hour demand for 2025 LL r.�d m � 7 J rw*jm Rd Frankin Rd Franklin Rd 1d 18 2.B 2.4 25 rranldlnRd FraffAWM R i [I] J GA N J 100 WaRmaoLn 10 Cdar a �r }' o�c 111 ,# {kn�r Dr 1 00 74,6 � r a � � o J � O � 1024 Iong CentroWJL74 27 'e.- 27 2,7 brerkirid Rd -T 9 1 Ove rk rd TU Figure 3:2025 Peak Hour Demand with Proposed Development u pmp a c_ — a 127 154 r,J rn ♦b 5F w;74 aP 5s _go ST 4J RJ till MI ST A 4? M, -UGDr G Z Yr ur z 73 22 173 173 rc rc " —M-Bs 1 Ti4� �U s � k=a s m rwaFrf z z FJ@nkJln Rd FIB nWIn Rd Franldrrm Rd FraFMn Rd FJBndln Rd Franklin Rd FJBnkJm A ® �F�nkw anlan MFranklin Rd G. 3 1' 131.�67 1E27 1903 1639 few la: 1773 c M LP1p 1665 1579 a E,P--' fi 7& 071 r 3 17 723 516 654 725 822 F�nklln Rd Rs AM Fid� Franklin Rd FrarFldn Rd F�nklln Rtl Wolin Rd FMnkJl�d Fiengrn �an1d,Rd FIBVM I� �, � � Franklin Rd a a a o u7 N pp 89 so 7 O EP MterDrrel3 WattsftYler St WaterU er St 0 34 64 =0 135 116 ' - as -- b q rc rc Fps S 4-129 55 m -_ 224 ' Ca1MME!pr WateriDwef S �Waterh7Aer 3t WatErbmm St ::J 8' 40 � m GBrrrerOr Fe nrwkxd a 1SE `}$ V9BJt min L. 0 R n a a `�' 35 $ n C81MJm12 ar 216 2 3ry� m.1ci ufMer r4 Ca�tra' m rider Or m_ "l 35 BUer "9 181 1a 2t 151{ Central Dr m 3d 35 Vhffii rren Ln r nm °° cro us +` 4 131 24 JEner z° sn 35 nr A w i-rvtral Dr 'DS 7 gpel -__,____a__1�4 m CertralDr 24 M Cep 1C124 W4 WB q'L79asaBr WB F84 WB 6572 7754 gas 26 78 934 - r i i94i 7p d964 F84 EB FB4 EB a 1$4 EB hrs4 EB F84 EB Overland Rd U FIBFU Ft O)erIBrq M OMFIIFtl R1 0�1&b 1% Overland Rd Overland Rd GerJ@rd FtlA uerbR]FU 4aer13r4 Rd Overlord Rd Oefb rd R1 01 343 325 low 1P12 1164 132L. 132e :'l' T5C5 1363 1M5 5'.E 241 269 W9 320 354_ u 437 4?? 51 _w 5e' 055 919 9C2 Overland Rd 01er5�FL-' �xerYrrd RI G1er�rrd M Qedarrr.t,j °h Overland Rd Overland Rd Aeftrd Ri aerIBrd Rd 4verUtd Rd n Overlord Rd UMM rd FU Ck i ii L� r1 - Figure 4: 2025 Peak Hour Demand without Proposed Development C C � rY u � rY jjQQ gg�� a a 67 bS 9 1wo S 40 c722 149 55 34 m74 Ea _ ar Tdr rFi C2. rs a o X 73 22 179 i 79 m c c $e9 ada q _ + 153 �42 7 +7 z M r a s FmnUn Rd Fmn14n R2 FmnKJln Rd Fradin Rd Fmndin Rd Franklin Rd FMnIG m' g ®rye !Frankl '� E aoklin Rd Franklin Rd M m m r 7 1329 1297 '.637 1093 1649 1$13 T3 v 1764 T 1eI w w 16M 1e?2 a z z 617 672 672 $77 7'.9 �E 23 730 E'_ $43 7W qp RP 89e F®InKJIn Rd FmNdrn Rd Fm nKJln Rd dir Pod Fin Wn Rd a' Wli Rd:n 1� b Frad n1u tl fmri- anldir Rd Frardn F E � Franklin Rd y a ti a Zi J {V � m Vt'-Ie 4:wer-R WatertdYer St WatertD'Aer St 00 34 84 rti 02 126 9 _ rem mxd H -+ dF 29 c o 3i 17�O0 227 n 'Mrx-te Ch i&tE!jtwer Watertower St Waterbner St 8' LJ m 4, y 0 A CJ Gander❑r Fp nrv�d H 0 =4 WaRrnanLn ^ trmrw-,pe ur y r 10, tip $ c nt.m- f�andel 01 _ ; 7ss 13 150 Celnfal Dr $ WaRrnan Ln y :p 78 ti131 AkCintral Dr 108 p b 164 Gentral Dr WB 6577 I't82 �'8c- 237$ WB F84 Vs`6 ti &Y4 774D 37ES 3795 Q272866 712, + - ti4 t� 4359 F5 4 EB F84 EB �" 1-84 E6 W4 EB r84 EB Overland Rd O,effird F!i DMrSrd RI QeFbFU M CkWBnd rid OMerlard Rd overland Rd OMFIM]R1 OerFkRl M OVarbrd FA Overland Rd O�eM'b RJ 342 ;7.5 096 iiT9 1170 1331 1331 7348 id93 1372 1&M 5rc- 240 b7 307 3T8 352 a u 434 434 STOW w S05 900 921 9'3 Overland Rd OaerSrd RiF - �er�rRr R1 Or4r�rtl R1 Ouer�rc`_"J O0 Overland Rd overland Rd r]erlard Fey OrCJd7Rf Ri ¢uffrBTd Rd Oyedard Rd O�erbrd Ri Northwest Meridian Interchange Commercial Proposed Development The following summarizes the results of an area of influence model run for a proposed development located southwest of Waltman Lane and Meridian Road. The proposed development will consist of 164,500 square feet of retail space, 4,200 square feet for fast-food and 172,780 square feet of office with an anticipate build out by 2025. See figure 1. E ScnillEir a 1023 E Gem St 1032 m � o= t W Pennw d St Water3° er 5 �G °eilrye E 1031 �St 1p 1022 WFg x ! Co orate Dr 1033 4y 302G E T N h'Wa/ �ary0 W Walt a E QP t 1020 5 t W Eider Or m Pro ed 1028 Hanker Dr PM Devd1/6 ent 2" G�Fery 1024 it zs o aej Verbena Ur s °fie C WJacksnipe r tala 84 On Exit 44 �M Inters a e WElnters lase 84 WBlnters E%Ir 44 e n de 840IrE interstate Principal Arterial Minor Arterial Collector 1 1023 m 1062 m ---- Proposed Collector - Propose Expressway _ Local N TAZ Boundary m - m W Q,,M nd Rd Proposed Development Figure l Table 1 provides the existing demographics for TAZ 1025 and the proposed development's demographics used for the area of influence model run. Table 1 2020 2025 with 2040 proposal* HH Jobs HH Jobs HH Jobs TAZ 1025 3 1 0 690 3 450 Surrounding TAZs 409 429 831 529 456 729 Total 412 430 831 1,219 459 1179 *Includes Tanner Creek proposal (128 single-family and 272 multi-family units in TAZ 1024) Figure 2: area of influence results for the proposed development Figures 3 and 4: peak hour results Figure 5: surrounding TAZs and demographics Figures 6, 7 and 8: compounded annual growth rates Figure 2:Area of Influence,Peak hour demand contribution to the total peak hour demand en; Zf -� Ad,'I F 0.4 03 LanadS d.1 04 Rd Fra H.Rd F-kr.Rd F9ddnAd Flak Rd Fogii a_� + �� F-UE Pd FradrnRd Franldn Rd F.9*l Al FrailF Rd 7Fa o 2b 2.5 25 OS 08 1.3 32 2 3 2.9 29 2.8. 14 f �n � 0 0 23 r _ q � h Gsn 31 0.4 o3 Wal�bne9 N&te�xsr8 R&taroxer3 Walgbna9 WX 6uls:�l Wa9bvfa Sl 0.4 04 02 o OuW.b LF 3 0.4 OS (hrdarar JS Vht-.Ln o a 22.7 741 �93 Central6 os anra a a 0.2 0.3 J �m 184 41^ p'a 1.3 w Wa O3 45 04 08 08 A4 Fa WNER 3.3 33 33 3.3" 3.3 57 3] 84 E& Figure 3: Peak Hour Demand with Proposed Development FerYiPo lanlll Rtl Frai3i Rd Fmridlrf3l Fla %J ^1 Fla Rdi' F.—Po FraYde RU Tl35 1B8T 1532 tsTe 1749 1021 K81 1716 1719 T44 808 811 818 592 W1 1004 1001 F®n11ti Po F6N�1m Franklin Rd £tarrT qt FiankS Rd b=rariAin Rd F.—Po FranAin Rd a a a u � m� E m � �m a� 111 113 � d`" �d u c F7 1W �'Watertwa St Welemners Ntiterbwers Wataicua S[ Wamtwa St W. Gem St C St !85 !66 151 147 4 4 E- 82 17 W `—m s w�St ti4aoero.ers venerwrers g; g waalwr•,s watalwa& W. 3 `� mrwe,e or mrpa.er s m 'wee a g °IY3 127 20T 302 Ap®� �y 2op mrwetear Corwae 11 ea 6! t22 u z. tsr mFr--or pypua9I v rp.ee o se 21 3 a a � u � �r mrp®re nr Corw®ew n vleeranu Watme+`tn Nr �,�d .Sy 2BB ry�1 4 ¢ 2 m_ W 2 �5 r g� 375 2 Cenaal wwu�an In Wal[�ei13` C 2f2 Central Or C 152 `� 154 lad 8 a4 "f Central Dr I88 z $ q 1&5 ""Y+ '�s 4al G R'!b Ws ftr0 Leo �6 w3a F86 pe �¢p3 918 "y6 948., fll,,4243 fB 62]6 1sa m Figure 4:Peak Hour Demand without Proposed Development F®rYi Po tary�gy Franklin Rd Fla %J ^1 FFa Rd i' F®Nii Po Ftaidn RU V27 187g iBi3 18op 1755 1917 IGTS 1711 171t lu 7e[f 8W 953 99 F®Nt�Po F6N�1m Franklin Rd FlB Rd b=ranAin RA F.—Fd Ftaidn Rd N a_ a E aA �a E m� E m � `c M &Gan& d�''o v 3 a o 112 113 a a 24 o C StC St Nn'Watertwa SY Weletmners VAtetbvrers Watenww St W 20 St W warertwa st ti5soero.ers ,n�nerwrers g; � wara,or•,st waearoa s< W. m mrware or rnm«el s ,w®e a !99 190 3Y An®� t9B � mrymte Dr Coq.a-l>< [.Z 12c — IMF -Fr--or p F,.I u Fp. B t7 .@ V 3 u 3 h A'aax 89 21 a m a j � d m�a➢e ar Cotrym�o wmnrnn rn Watme+`I" *, � R d''0 z N e'mz o 0 ee _g 87 Cen4al vim[nnn In '�` Wad a*W Cen4d G C� Q n Q ae 151 153 73g Cen4al G N 11O s G I Dr 9 RFA l�B f246 2� � L80 VYB F86 EB le¢SB �e '1E 938 r.1Y1228 4228 t228 ffi F86� Figure 5:Surrounding Area TAZs i W Crest Wood Dr < m L Q° 5 N CO Q N CO H/y 0-5N 1 021 N ® C 7)ra 13, = W Barrett St it: 1023 u> 1032 is � W utumn Par n ea Or 'm c 3031 m m 1022 < 1p. a a W Penn oo t Watertower St W Pintail or -IM Greco a m �+ c> nhaav ECO t 3t Y 31 1033 W Joshua St h'F9r w Cor orate or e t i- Or � / EC e Winding So h%oo a, 1026 �Sf N p kv J S W ander or W tma or 1020 �aOOr ¢' W Walt an Ao W Brown Trout Dr Q W Eider or 0 3 12roposed M development lots h, o M Honker or Va 4 tea^ co •� �'Interstate 1024 Tanner Creek:400 � / 3 Principal Arterial Minor Arterial ksnipe r Col lector - - Proposed Collector On Exit 44 wB Inter i- - — - p W g Interstate 84 sta a Exit 44 Propose Expressway ;Tare Local a e 84 Of{E. Interstate Q TAZ Boundary Proposed Development 7ZONES08 COUNTY i;al CITY DEMOGR HH18 HHZO HH25 JOBS25 HH30 JOBS30 HH35 JOE HH40 JOBS40 1022 Ada Meridian Meridian- 185 182 188 412 188 432 188 449 1881 463 1024 Ada Meridian Meridian- 32 32 35 10 37 6 40 3 42 0 Preliminary Plats 1026 Ada Meridian Wridian-1 1971 1951 211 1071 2261 1711 2261 2231 2261 266 Figure 6:2020 to 2025 Compounded Annual Growth Rate 2020 Peak Hour to 2025 Peak Hour Compounded Annual Growth Rates 812712020 - £ S 18 ®1 A 12 r �w � _waxuvers a wskrnners w s1 Waen,Yars Was1 1E 1 �m mrp�enu ���a ammo- s ]' 2 mpoct Dr CoyrtY3p� _ u 4� q m a a w 6ma&$ T s3SY i2q 5� oT ]S !a a_, Y iss eg � 2 23' -g.1Bg 16 1b1se f8 2A n crow[,Rate as Included Roadway Project(Programmed in the TIP or Funded in CIM 2.0) D:111A02011 Mode Rcalibrati on0as e1TIPFY2125Wig rowth ratesLCR2020_2C25.net COMPASS reserves the right to rerun the model For any reason deemed necessary. ,;fliD-J'; (Licensed to Community Planning Association) Figure 7:2025 to 2030 Compounded Annual Growth Rate 2025 Peak Hour to 2030 Peak Hour Compounded Annual Growth Rates 8/27/2020 LF®rNln H1 n �� e ParNMPo�� TrarMq R] �flal�ln F]Y'' FSNGq H1 �25 a F®15 fat 13 Z9 � y6�vers! 9 w&erower5l WalaUxriY� Wekhxars' Hser 61 126 4S ' mr�efx a CiP—o m c.'Tr�R 3 ,• x.r Tam' c{"'T�4 mgofale flr Cup,—Dr BB m a s 'rte o 4 ry 1 ISdwf3 1 'as as - � 186'A'6 IL Ie 1.1 a.T x.l IS It 11 i� Growth Rate Included Roadway Project(Programmed in the TIP or Funded in CIM 2.Q D:1UAG12011 Mode kal ibrati on0as e1TIRFY2125R64g rowth rates40132025_2030.net COMPASS reserves the rightto rerun the model for any reason deemed necessary. (Licensed to Community Planning Association) Figure 8:2030 to 2040 Compounded Annual Growth Rate 2030 Peak Hour to 2040 Peak Hour Growth Rates 8/27/2020 as \ m 9� c o� - � - rpnPo FeNllnPo flsnVnPo�. � �~ m �n g m mrWekv Ctlpus�' �tr �- warmanrn maw,, �m �n wrcmv o e tt ,J rsa•n•s s 0.1 t.r i t 1-4?� yg11Tg 41 I86 EB a Growth Rate Included Roadway Project(Programmed in the TIP or Funded in CIM 2.0) ❑.lUAGL2011 M o del4cali bration0as eLTI PIFY2125RO1g rowlhrateslGR203C_2040.net COMPASS reserves the rightto rerun the model for any reason deemed necessary. TPOOD:9 (Licensed to Community Planning Association) ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho APPENDIX D: 2016-2020 CRASH DATA June 2022 D Linder Road & Gander Drive Intersection - 2016-2020 Crash Data severity units date time streetl dist from int intersection—type spd limit direction driver—action impaired lane_dep first_harmful_event contrib_circ_1 Fatal Accident 1 04/14/2019 01:38 Linder Rd 115.000 ft S Not at intersection 35 S Not ON Roadway TRUE TRUE Tree Alcohol Impaired Waltman Lane/Central Drive and Meridian Road Intersection - 2016-2020 Crash Data severity units date time street1 dist from int intersection—type spd limit direction driver—action impaired lane_dep first_harmful_event contrib_circ_1 PDO 2 06/07/2016 13:33 CENTRAL Dr Five-point or more 35 W Turning Right FALSE FALSE Angle Failed to Obey Signal C Injury 2 06/16/2016 13:07 Central Dr 20.000 ft E Four-way Intersection 25 E Going Straight FALSE TRUE Side Swipe Opposite Asleep,Drowsy,Fatigued PDO 2 08/31/2016 19:30 MERIDIAN Rd 200.000 ft S Four-way Intersection 35 N Going Straight FALSE FALSE Rear-End Following Too Close PDO 2 11/03/2016 14:54 CENTRAL Dr 30.000 ft E Five-point or more 25 W Going Straight FALSE FALSE Rear-End Following Too Close PDO 3 12/06/2016 09:53 Main St Four-way Intersection 35 N Slowing in Traffic FALSE FALSE Rear-End Speed Too Fast For Conditions C Injury 2 12/06/2016 10:29 Meridian Rd Four-way Intersection 35 N Going Straight FALSE FALSE Angle Turning Failed to Obey Signal C Injury 2 01/24/2017 10:34 Meridian Rd Five-point or more 35 E U-Turn FALSE FALSE Angle Failed to Obey Signal B Injury 2 07/30/2017 08:25 Meridian Rd Five-point or more 35 N Going Straight FALSE FALSE Angle Failed to Obey Signal B Injury 2 08/07/2017 13:26 Meridian Rd Five-point or more 35 N Turning Left FALSE FALSE Angle Turning Improper Turn PDO 2 08/25/2017 08:16 Main St Four-way Intersection 35 N Going Straight FALSE FALSE Rear-End Following Too Close PDO 2 11/10/2017 23:22 Main St Five-point or more 35 N Going Straight FALSE FALSE Angle Turning None C Injury 2 01/09/2018 23:04 MAIN St Four-way Intersection 35 S Going Straight FALSE FALSE Angle Turning Inattention PDO 2 02/01/2018 12:20 Meridian Rd 85.000 ft S Four-way Intersection 40 N Going Straight FALSE FALSE Rear-End Inattention C Injury 1 02/17/2018 08:28 MAIN St 125.000 ft S Four-way Intersection 35 N Going Straight FALSE TRUE Traffic Signal Support Inattention PDO 2 01/29/2018 11:44 Meridian Rd 61.000 ft N Four-way Intersection 35 S Going Straight FALSE FALSE Rear-End Following Too Close PDO 3 05/26/2018 17:27 Main St 122.000 ft S Four-way Intersection 35 N Starting in Traffic FALSE FALSE Rear-End Distracted IN or ON Vehicle PDO 2 06/06/2018 20:49 Central Dr Four-way Intersection 35 N Going Straight FALSE FALSE Angle Turning Failed to Obey Signal C Injury 3 06/11/2018 09:24 Meridian Rd Four-way Intersection 35 S Changing Lanes FALSE FALSE Rear-End Following Too Close C Injury 2 06/19/2018 16:45 MERIDIAN Rd 130.000 ft S Four-way Intersection 35 S Going Straight FALSE FALSE Rear-End Following Too Close B Injury 2 07/08/2018 15:23 CENTRAL Dr Four-way Intersection 25 W Starting in Traffic FALSE FALSE Rear-End Inattention C Injury 2 10/25/2018 09:51 Waltman Ln 40.000 ft E Five-point or more 25 W Going Straight FALSE FALSE Rear-End Turning Following Too Close PDO 2 11/24/2018 17:05 MAIN St 200.000 ft S Four-way Intersection 35 N Changing Lanes FALSE TRUE Side Swipe Same Improper Lane Change PDO 2 11/20/2018 09:32 Central Dr Five-point or more 35 S Going Straight FALSE FALSE Angle Turning Failed to Obey Signal C Injury 2 07/07/2019 09:46 MERIDIAN Rd 100.000 ft S Four-way Intersection 35 N Going Straight TRUE FALSE Rear-End Drug Impaired PDO 2 09/17/2019 08:56 MERIDIAN Rd 100.000 ft N Four-way Intersection 35 S Going Straight FALSE FALSE Rear-End Inattention PDO 2 10/12/2019 06:18 Central Dr Four-way Intersection 35 N Going Straight FALSE FALSE Angle Failed to Obey Signal C Injury 2 10/28/2019 08:55 Meridian Rd Four-way Intersection 35 N Going Straight FALSE FALSE Head-On Turning Failed to Obey Signal C Injury 2 11/05/2019 18:36 MERIDIAN Rd 95.000 ft S Four-way Intersection 35 N Going Straight FALSE FALSE Rear-End Inattention B Injury 2 11/11/2019 07:06 MAIN St Four-way Intersection 35 E Turning Left FALSE FALSE Head-On Turning None PDO 2 11/05/2019 10:05 Main St 80.000 ft S Not at intersection 35 N Going Straight TRUE FALSE Rear-End Drug Impaired C Injury 2 12/10/2019 17:42 MERIDIAN Rd 100.000 ft S Not at intersection 35 N Going Straight FALSE FALSE Rear-End Following Too Close PDO 2 01/07/2020 18:10 Meridian Rd 160.000 ft S Not at intersection 35 N Going Straight FALSE TRUE Side Swipe Same Improper Lane Change PDO 2 03/01/2020 15:51 Main St 75.000 ft S Four-way Intersection 40 N Starting in Traffic FALSE FALSE Rear-End Foot Slipped Off or Caught On Pedal B Injury 2 02/21/2020 19:45 MAIN St T-Intersection 35 S Turning Left FALSE FALSE Head-On Turning Failed to Yield PDO 2 02/26/2020 12:02 MERIDIAN Rd 130.000 ft S Four-way Intersection 35 N Changing Lanes FALSE TRUE Side Swipe Same Improper Lane Change C Injury 2 03/16/2020 15:45 CENTRAL Dr Five-point or more 25 W Starting in Traffic FALSE FALSE Rear-End Inattention PDO 2 08/05/2020 05:56 MERIDIAN Rd 100.000 ft N Four-way Intersection 35 S Going Straight FALSE FALSE Rear-End Distracted IN or ON Vehicle PDO 2 08/11/2020 14:04 MERIDIAN Rd Four-way Intersection 35 W Changing Lanes FALSE FALSE Angle Turning Wrong Side or Wrong Way PDO 2 12/26/2020 16:16 Central Dr Four-way Intersection 25 W Turning Left FALSE FALSE Same Direction Turnin Failed to Maintain Lane ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho APPENDIX E: 2022 CAPACITY ANALYSIS REPORTS June 2022 E HCM 6th TWSC 2022 Existing 1: Linder Rd & Gander Dr AM Peak Hour Intersection Int Delay,s/veh 0.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol,veh/h 4 29 150 1 12 164 Future Vol,veh/h 4 29 150 1 12 164 Conflicting Peds,#/hr 4 0 0 2 2 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - Veh in Median Storage,# 0 0 - 0 Grade, % 0 0 - 0 Peak Hour Factor 83 83 52 52 60 60 Heavy Vehicles, % 2 2 3 2 2 4 Mvmt Flow 5 35 288 2 20 273 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 608 291 0 0 292 0 Stage 1 291 - - - - - Stage 2 317 - - - Critical Hdwy 6.42 6.22 - 4.12 Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 - 2.218 Pot Cap-1 Maneuver 459 748 - 1270 Stage 1 759 - - - Stage 2 738 - - - Platoon blocked,% - Mov Cap-1 Maneuver 448 747 - 1268 Mov Cap-2 Maneuver 448 - - - Stage 1 757 - - Stage 2 721 - - Approach WB NB SB HCM Control Delay,s 10.5 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - 691 1268 HCM Lane V/C Ratio - 0.058 0.016 HCM Control Delay(s) - 10.5 7.9 0 HCM Lane LOS - B A A HCM 95th%tile Q(veh) - 0.2 0 - Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary 2022 Existing 3: Meridian Rd & Waltman Ln/Central Dr AIM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 2 0 1 159 0 72 0 1569 290 67 1495 3 Future Volume(veh/h) 2 0 1 159 0 72 0 1569 290 67 1495 3 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 5 0 3 201 0 91 0 1669 309 79 1759 4 Peak Hour Factor 0.38 0.38 0.38 0.79 0.79 0.79 0.94 0.94 0.94 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 44 24 21 264 143 121 1 2840 917 98 3466 1076 Arrive On Green 0.01 0.00 0.01 0.08 0.00 0.08 0.00 0.59 0.59 0.06 0.72 0.72 Sat Flow,vehlh 3274 1772 1562 3274 1772 1502 1688 4837 1562 1688 4837 1502 Grp Volume(v),veh/h 5 0 3 201 0 91 0 1669 309 79 1759 4 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1502 1688 1612 1562 1688 1612 1502 Q Serve(g_s),s 0.2 0.0 0.3 8.4 0.0 8.3 0.0 30.5 14.3 6.5 22.7 0.1 Cycle Q Clear(g_c),s 0.2 0.0 0.3 8.4 0.0 8.3 0.0 30.5 14.3 6.5 22.7 0.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 44 24 21 264 143 121 1 2840 917 98 3466 1076 V/C Ratio(X) 0.11 0.00 0.14 0.76 0.00 0.75 0.00 0.59 0.34 0.81 0.51 0.00 Avail Cap(c_a),veh/h 234 127 112 608 329 279 157 2840 917 157 3466 1076 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.37 0.37 1.00 1.00 1.00 Uniform Delay(d),s/veh 68.2 0.0 68.3 63.0 0.0 63.0 0.0 18.2 14.9 65.1 8.8 5.6 Incr Delay(d2),s/veh 0.8 0.0 2.3 3.4 0.0 6.7 0.0 0.3 0.4 11.3 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.2 0.0 0.2 6.6 0.0 6.1 0.0 14.4 7.3 5.6 11.9 0.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 69.1 0.0 70.6 66.4 0.0 69.7 0.0 18.6 15.3 76.4 9.4 5.6 LnGrp LOS E A E E A E A B B E A A Approach Vol,veh/h 8 292 1978 1842 Approach Delay,s/veh 69.7 67.4 18.0 12.2 Approach LOS E E B B Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 21.3 0.0 106.8 11.9 18.1 88.7 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 26.0 13.0 56.5 10.0 13.0 54.5 Max Q Clear Time(g_c+11),s 10.4 0.0 24.7 2.3 8.5 32.5 Green Ext Time(p-c),s 0.9 0.0 27.1 0.0 0.1 19.5 Intersection Summary HCM 6th Ctrl Delay 19.0 HCM 6th LOS B Notes User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM2000 Intersection v/c 2022 Existing 3: Meridian Rd & Waltman Ln/Central Dr AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 2 0 1 159 0 72 0 1569 290 67 1495 3 Future Volume(vph) 2 0 1 159 0 72 0 1569 290 67 1495 3 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 6.0 6.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 0.97 1.00 0.97 1.00 0.91 1.00 1.00 0.91 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1700 3144 1450 4818 1700 1676 4818 1500 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1700 3144 1450 4818 1700 1676 4818 1500 Peak-hour factor, PHF 0.38 0.38 0.38 0.79 0.79 0.79 0.94 0.94 0.94 0.85 0.85 0.85 Adj. Flow(vph) 5 0 3 201 0 91 0 1669 309 79 1759 4 RTOR Reduction(vph) 0 0 3 0 0 79 0 0 137 0 0 1 Lane Group Flow(vph) 5 0 0 201 0 12 0 1669 172 79 1759 3 Turn Type Split Perm Split Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 2.8 2.8 13.9 13.9 75.3 75.3 11.5 96.8 96.8 Effective Green,g(s) 6.8 6.8 17.9 17.9 77.8 77.8 15.5 99.3 99.3 Actuated g/C Ratio 0.05 0.05 0.13 0.13 0.56 0.56 0.11 0.71 0.71 Clearance Time(s) 10.0 10.0 10.0 10.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 157 82 401 185 2677 944 185 3417 1063 v/s Ratio Prot c0.00 c0.06 c0.35 0.05 c0.37 v/s Ratio Perm 0.00 0.01 0.10 0.00 v/c Ratio 0.03 0.00 0.50 0.06 0.62 0.18 0.43 0.51 0.00 Uniform Delay,dl 63.5 63.4 56.9 53.7 21.1 15.4 58.1 9.3 5.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.0 0.7 0.1 1.1 0.4 1.2 0.6 0.0 Delay(s) 63.5 63.4 57.6 53.8 22.2 15.8 59.3 9.9 5.9 Level of Service E E E D C B E A A Approach Delay(s) 63.5 56.4 21.2 12.0 Approach LOS E E C B Intersection Summary HCM 2000 Control Delay 19.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length(s) 140.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 62.6% ICU Level of Service B Analysis Period(min) 15 Description: PM Peak Hour Count Date: Unavailable for new configuration c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM 6th TWSC 2022 Existing 1: Linder Rd & Gander Dr PM Peak Hour Intersection Int Delay,s/veh 1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol,veh/h 0 16 162 1 27 142 Future Vol,veh/h 0 16 162 1 27 142 Conflicting Peds,#/hr 2 0 0 5 5 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - Veh in Median Storage,# 0 0 - 0 Grade, % 0 0 - 0 Peak Hour Factor 57 57 54 54 88 88 Heavy Vehicles, % 2 2 3 2 2 2 Mvmt Flow 0 28 300 2 31 161 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 531 306 0 0 307 0 Stage 1 306 - - - - - Stage 2 225 - - - Critical Hdwy 6.42 6.22 - 4.12 Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 - 2.218 Pot Cap-1 Maneuver 509 734 - 1254 Stage 1 747 - - - Stage 2 812 - - - Platoon blocked,% - Mov Cap-1 Maneuver 492 731 - 1248 Mov Cap-2 Maneuver 492 - - - Stage 1 743 - - Stage 2 788 - - Approach WB NB SIB HCM Control Delay,s 10.1 0 1.3 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - 731 1248 HCM Lane V/C Ratio - 0.038 0.025 HCM Control Delay(s) - 10.1 8 0 HCM Lane LOS - B A A HCM 95th%tile Q(veh) - 0.1 0.1 - Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary 2022 Existing 3: Meridian Rd & Waltman Ln/Central Dr PM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 5 1 5 481 3 173 8 1855 330 164 1809 4 Future Volume(veh/h) 5 1 5 481 3 173 8 1855 330 164 1809 4 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 9 2 9 529 3 190 8 1932 344 178 1966 4 Peak Hour Factor 0.54 0.54 0.54 0.91 0.91 0.91 0.96 0.96 0.96 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 86 47 41 579 313 265 16 2106 680 199 2696 835 Arrive On Green 0.03 0.03 0.03 0.18 0.18 0.18 0.00 0.14 0.14 0.12 0.56 0.56 Sat Flow,vehlh 3274 1772 1562 3274 1772 1499 1688 4837 1562 1688 4837 1499 Grp Volume(v),veh/h 9 2 9 529 3 190 8 1932 344 178 1966 4 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1499 1688 1612 1562 1688 1612 1499 Q Serve(g_s),s 0.4 0.2 0.8 23.8 0.2 17.9 0.7 59.1 30.5 15.6 45.5 0.2 Cycle Q Clear(g_c),s 0.4 0.2 0.8 23.8 0.2 17.9 0.7 59.1 30.5 15.6 45.5 0.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 86 47 41 579 313 265 16 2106 680 199 2696 835 V/C Ratio(X) 0.10 0.04 0.22 0.91 0.01 0.72 0.50 0.92 0.51 0.89 0.73 0.00 Avail Cap(c_a),veh/h 218 118 104 611 331 280 135 2106 680 225 2696 835 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.61 0.61 0.61 1.00 1.00 1.00 Uniform Delay(d),s/veh 71.3 71.2 71.5 60.6 50.9 58.2 74.4 61.6 49.3 65.2 24.8 14.7 Incr Delay(d2),s/veh 0.4 0.3 1.9 17.6 0.0 7.5 5.4 5.1 1.6 30.2 1.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.3 0.1 0.6 16.9 0.2 11.8 0.6 33.3 17.8 13.1 24.2 0.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 71.7 71.5 73.5 78.2 50.9 65.7 79.8 66.6 51.0 95.5 26.5 14.7 LnGrp LOS E E E E D E E E D F C B Approach Vol,veh/h 20 722 2284 2148 Approach Delay,s/veh 72.5 74.8 64.3 32.2 Approach LOS E E E C Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 36.5 9.4 90.1 14.0 27.7 71.8 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 28.0 12.0 65.5 10.0 20.0 55.5 Max Q Clear Time(g_c+11),s 25.8 2.7 47.5 2.8 17.6 61.1 Green Ext Time(p-c),s 0.7 0.0 16.9 0.0 0.1 0.0 Intersection Summary HCM 6th Ctrl Delay 52.5 HCM 6th LOS D Notes User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM2000 Intersection v/c 2022 Existing 3: Meridian Rd & Waltman Ln/Central Dr PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 5 1 5 481 3 173 8 1855 330 164 1809 4 Future Volume(vph) 5 1 5 481 3 173 8 1855 330 164 1809 4 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1706 1700 3144 1706 1430 1621 4818 1700 1676 4818 1463 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1706 1700 3144 1706 1430 1621 4818 1700 1676 4818 1463 Peak-hour factor, PHF 0.54 0.54 0.54 0.91 0.91 0.91 0.96 0.96 0.96 0.92 0.92 0.92 Adj. Flow(vph) 9 2 9 529 3 190 8 1932 344 178 1966 4 RTOR Reduction(vph) 0 0 9 0 0 150 0 0 171 0 0 2 Lane Group Flow(vph) 9 2 0 529 3 40 8 1932 173 178 1966 2 Confl. Peds. (#/hr) 1 2 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 4.2 4.2 4.2 27.2 27.2 27.2 1.4 62.6 62.6 19.5 82.7 82.7 Effective Green,g(s) 8.2 8.2 8.2 31.2 31.2 31.2 5.4 65.1 65.1 23.5 85.2 85.2 Actuated g/C Ratio 0.05 0.05 0.05 0.21 0.21 0.21 0.04 0.43 0.43 0.16 0.57 0.57 Clearance Time(s) 10.0 10.0 10.0 10.0 10.0 10.0 8.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 2.0 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 177 93 92 653 354 297 58 2091 737 262 2736 830 v/s Ratio Prot c0.00 0.00 c0.17 0.00 0.00 c0.40 c0.11 c0.41 vls Ratio Perm 0.00 0.03 0.10 0.00 v/c Ratio 0.05 0.02 0.01 0.81 0.01 0.13 0.14 0.92 0.23 0.68 0.72 0.00 Uniform Delay,dl 67.2 67.1 67.0 56.6 47.1 48.4 70.0 40.1 26.7 59.7 23.6 14.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.11 1.20 2.50 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 0.0 7.3 0.0 0.1 0.3 6.1 0.5 6.2 1.7 0.0 Delay(s) 67.3 67.2 67.1 63.9 47.1 48.5 78.3 54.3 67.4 65.9 25.3 14.0 Level of Service E E E E D D E D E E C B Approach Delay(s) 67.2 59.8 56.4 28.7 Approach LOS E E E C Intersection Summary HCM 2000 Control Delay 45.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 81.9% ICU Level of Service D Analysis Period(min) 15 Description: PM Peak Hour Count Date: Unavailable for new configuration c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho APPENDIX F: 2026 BACKGROUND CAPACITY ANALYSIS REPORTS June 2022 F HCM 6th TWSC 2026 Background 1: Linder Rd & Gander Dr AM Peak Hour Intersection Int Delay,s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol,veh/h 4 29 162 1 12 178 Future Vol,veh/h 4 29 162 1 12 178 Conflicting Peds,#/hr 4 0 0 2 2 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - Veh in Median Storage,# 0 0 - 0 Grade, % 0 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 3 2 2 4 Mvmt Flow 4 32 180 1 13 198 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 411 183 0 0 183 0 Stage 1 183 - - - - - Stage 2 228 - - - Critical Hdwy 6.42 6.22 - 4.12 Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 - 2.218 Pot Cap-1 Maneuver 597 859 - 1392 Stage 1 848 - - - Stage 2 810 - - - Platoon blocked,% - Mov Cap-1 Maneuver 587 857 - 1389 Mov Cap-2 Maneuver 587 - - - Stage 1 846 - - Stage 2 798 - - Approach WB NB SB HCM Control Delay,s 9.6 0 0.5 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - 812 1389 HCM Lane V/C Ratio - 0.045 0.01 HCM Control Delay(s) - 9.6 7.6 0 HCM Lane LOS - A A A HCM 95th%tile Q(veh) - 0.1 0 - Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM 6th TWSC 2026 Background 2: Waltman Ln & Corporate Dr AM Peak Hour Intersection Int Delay,s/veh 5.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations *' Traffic Vol,veh/h 0 1 1 29 46 0 Future Vol,veh/h 0 1 1 29 46 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - - 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 1 1 32 51 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 33 0 - 0 18 17 Stage 1 - - - - 17 - Stage 2 - - 1 - Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - 5.42 - Critical Hdwy Stg 2 - - 5.42 - Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap-1 Maneuver 1579 - 1000 1062 Stage 1 - - 1006 - Stage 2 - - 1022 - Platoon blocked,% - Mov Cap-1 Maneuver 1579 - 1000 1062 Mov Cap-2 Maneuver - - 1000 - Stage 1 - 1006 Stage 2 - 1022 Approach EB WB SIB HCM Control Delay,s 0 0 8.8 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1579 - - 1000 HCM Lane V/C Ratio - - - 0.051 HCM Control Delay(s) 0 - - 8.8 HCM Lane LOS A - - A HCM 95th%tile Q(veh) 0 - - 0.2 Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary 2026 Background 3: Meridian Rd & Waltman Ln/Central Dr AIM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 111 14 208 172 23 78 312 1693 320 74 1613 155 Future Volume(veh/h) 111 14 208 172 23 78 312 1693 320 74 1613 155 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 123 16 231 191 26 87 332 1801 340 82 1792 172 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.94 0.94 0.94 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 327 177 156 252 136 115 203 2516 812 101 2289 710 Arrive On Green 0.10 0.10 0.10 0.08 0.08 0.08 0.08 0.35 0.35 0.06 0.47 0.47 Sat Flow,vehlh 3274 1772 1562 3274 1772 1502 1688 4837 1562 1688 4837 1502 Grp Volume(v),veh/h 123 16 231 191 26 87 332 1801 340 82 1792 172 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1502 1688 1612 1562 1688 1612 1502 Q Serve(g_s),s 5.3 1.2 15.0 8.6 2.1 8.5 18.0 48.5 24.9 7.2 46.5 10.2 Cycle Q Clear(g_c),s 5.3 1.2 15.0 8.6 2.1 8.5 18.0 48.5 24.9 7.2 46.5 10.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 327 177 156 252 136 115 203 2516 812 101 2289 710 V/C Ratio(X) 0.38 0.09 1.48 0.76 0.19 0.75 1.64 0.72 0.42 0.81 0.78 0.24 Avail Cap(c_a),veh/h 327 177 156 567 307 260 203 2516 812 146 2289 710 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.37 0.37 0.37 1.00 1.00 1.00 Uniform Delay(d),s/veh 63.1 61.3 67.5 67.9 64.9 67.8 69.0 39.2 31.6 69.7 33.1 23.5 Incr Delay(d2),s/veh 0.5 0.2 246.7 3.5 0.5 7.2 296.0 0.7 0.6 17.1 2.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 4.0 1.0 26.6 6.8 1.7 6.3 35.5 24.7 13.3 6.5 25.5 6.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 63.7 61.5 314.2 71.4 65.4 75.0 364.9 39.9 32.2 86.8 35.8 24.3 LnGrp LOS E E F E E E F D C F D C Approach Vol,veh/h 370 304 2473 2046 Approach Delay,s/veh 220.0 71.9 82.5 36.9 Approach LOS F E F D Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 21.5 26.0 77.5 25.0 19.0 84.5 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 26.0 18.0 56.5 15.0 13.0 59.5 Max Q Clear Time(g_c+11),s 10.6 20.0 48.5 17.0 9.2 50.5 Green Ext Time(p-c),s 1.0 0.0 7.6 0.0 0.1 8.6 Intersection Summary HCM 6th Ctrl Delay 73.7 HCM 6th LOS E Notes User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM2000 Intersection v/c 2026 Background 3: Meridian Rd & Waltman Ln/Central Dr AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 111 14 208 172 23 78 312 1693 320 74 1613 155 Future Volume(vph) 111 14 208 172 23 78 312 1693 320 74 1613 155 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1706 1700 3144 1706 1450 1621 4818 1700 1676 4818 1500 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1706 1700 3144 1706 1450 1621 4818 1700 1676 4818 1500 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.94 0.94 0.94 0.90 0.90 0.90 Adj. Flow(vph) 123 16 231 191 26 87 332 1801 340 82 1792 172 RTOR Reduction(vph) 0 0 208 0 0 76 0 0 160 0 0 104 Lane Group Flow(vph) 123 16 23 191 26 11 332 1801 180 82 1792 68 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 10.9 10.9 10.9 14.2 14.2 14.2 34.0 76.2 76.2 12.2 56.4 56.4 Effective Green,g(s) 14.9 14.9 14.9 18.2 18.2 18.2 38.0 78.7 78.7 16.2 58.9 58.9 Actuated g/C Ratio 0.10 0.10 0.10 0.12 0.12 0.12 0.25 0.52 0.52 0.11 0.39 0.39 Clearance Time(s) 10.0 10.0 10.0 10.0 10.0 10.0 8.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 2.0 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 323 169 168 381 206 175 410 2527 891 181 1891 589 v/s Ratio Prot c0.04 0.01 c0.06 0.02 c0.20 0.37 0.05 c0.37 v/s Ratio Perm 0.01 0.01 0.11 0.05 v/c Ratio 0.38 0.09 0.14 0.50 0.13 0.06 0.81 0.71 0.20 0.45 0.95 0.11 Uniform Delay,dl 63.2 61.4 61.7 61.7 58.8 58.3 52.6 27.1 19.0 62.7 44.1 29.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.81 0.31 1.00 1.00 1.00 Incremental Delay,d2 0.5 0.2 0.3 0.8 0.2 0.1 6.1 1.0 0.3 1.3 11.6 0.4 Delay(s) 63.8 61.6 61.9 62.4 59.0 58.4 57.7 22.9 6.2 64.1 55.6 29.4 Level of Service E E E E E E E C A E E C Approach Delay(s) 62.5 61.0 25.3 53.7 Approach LOS E E C D Intersection Summary HCM 2000 Control Delay 41.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 74.7% ICU Level of Service D Analysis Period(min) 15 Description: PM Peak Hour Count Date: Unavailable for new configuration c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM 6th TWSC 2026 Background 1: Linder Rd & Gander Dr PM Peak Hour Intersection Int Delay,s/veh 0.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol,veh/h 0 16 175 1 27 154 Future Vol,veh/h 0 16 175 1 27 154 Conflicting Peds,#/hr 2 0 0 5 5 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - Veh in Median Storage,# 0 0 - 0 Grade, % 0 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 3 2 2 2 Mvmt Flow 0 18 194 1 30 171 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 433 200 0 0 200 0 Stage 1 200 - - - - - Stage 2 233 - - - Critical Hdwy 6.42 6.22 - 4.12 Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 - 2.218 Pot Cap-1 Maneuver 580 841 - 1372 Stage 1 834 - - - Stage 2 806 - - - Platoon blocked,% - Mov Cap-1 Maneuver 562 837 - 1365 Mov Cap-2 Maneuver 562 - - - Stage 1 830 - - Stage 2 785 - - Approach WB NB SIB HCM Control Delay,s 9.4 0 1.1 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - 837 1365 HCM Lane V/C Ratio - 0.021 0.022 HCM Control Delay(s) - 9.4 7.7 0 HCM Lane LOS - A A A HCM 95th%tile Q(veh) - 0.1 0.1 - Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM 6th TWSC 2026 Background 2: Waltman Ln & Corporate Dr PM Peak Hour Intersection Int Delay,s/veh 3.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations *' Traffic Vol,veh/h 0 5 6 52 43 0 Future Vol,veh/h 0 5 6 52 43 0 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - - 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 6 7 58 48 0 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 65 0 - 0 42 36 Stage 1 - - - - 36 - Stage 2 - - 6 - Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - 5.42 - Critical Hdwy Stg 2 - - 5.42 - Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap-1 Maneuver 1537 - 969 1037 Stage 1 - - 986 - Stage 2 - - 1017 - Platoon blocked,% - Mov Cap-1 Maneuver 1537 - 969 1037 Mov Cap-2 Maneuver - - 969 - Stage 1 - 986 Stage 2 - 1017 Approach EB WB SB HCM Control Delay,s 0 0 8.9 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1537 - - 969 HCM Lane V/C Ratio - - - 0.049 HCM Control Delay(s) 0 - - 8.9 HCM Lane LOS A - - A HCM 95th%tile Q(veh) 0 - - 0.2 Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary 2026 Background 3: Meridian Rd & Waltman Ln/Central Dr PM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 261 27 458 521 25 188 391 1925 364 181 1858 252 Future Volume(veh/h) 261 27 458 521 25 188 391 1925 364 181 1858 252 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 290 30 509 573 27 207 407 2005 379 197 2020 274 Peak Hour Factor 0.90 0.90 0.90 0.91 0.91 0.91 0.96 0.96 0.96 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 218 118 104 610 330 279 248 1953 631 169 1792 555 Arrive On Green 0.07 0.07 0.07 0.19 0.19 0.19 0.05 0.13 0.13 0.10 0.37 0.37 Sat Flow,vehlh 3274 1772 1562 3274 1772 1499 1688 4837 1562 1688 4837 1498 Grp Volume(v),veh/h 290 30 509 573 27 207 407 2005 379 197 2020 274 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1499 1688 1612 1562 1688 1612 1498 Q Serve(g_s),s 10.0 2.4 10.0 25.9 1.9 19.6 22.0 60.6 34.3 15.0 55.6 21.1 Cycle Q Clear(g_c),s 10.0 2.4 10.0 25.9 1.9 19.6 22.0 60.6 34.3 15.0 55.6 21.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 218 118 104 610 330 279 248 1953 631 169 1792 555 V/C Ratio(X) 1.33 0.25 4.89 0.94 0.08 0.74 1.64 1.03 0.60 1.17 1.13 0.49 Avail Cap(c_a),veh/h 218 118 104 611 331 280 248 1953 631 169 1792 555 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.61 0.61 0.61 1.00 1.00 1.00 Uniform Delay(d),s/veh 70.0 66.5 70.0 60.2 50.4 57.6 71.4 65.0 53.6 67.5 47.2 36.4 Incr Delay(d2),s/veh 175.9 0.8 1771.5 22.5 0.1 9.6 300.9 23.2 2.6 121.5 65.1 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 15.9 2.0 82.7 18.6 1.6 12.8 45.8 38.4 19.9 18.9 45.7 12.9 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 245.9 67.3 1841.5 82.7 50.5 67.2 372.3 88.2 56.2 189.0 112.4 39.5 LnGrp LOS F E F F D E F F E F F D Approach Vol,veh/h 829 807 2791 2491 Approach Delay,s/veh 1219.1 77.7 125.3 110.4 Approach LOS F E F F Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 37.9 30.0 62.1 20.0 25.0 67.1 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 28.0 22.0 55.5 10.0 15.0 60.5 Max Q Clear Time(g_c+11),s 27.9 24.0 57.6 12.0 17.0 62.6 Green Ext Time(p-c),s 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 245.4 HCM 6th LOS F Notes User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM2000 Intersection v/c 2026 Background 3: Meridian Rd & Waltman Ln/Central Dr PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 261 27 458 521 25 188 391 1925 364 181 1858 252 Future Volume(vph) 261 27 458 521 25 188 391 1925 364 181 1858 252 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1706 1700 3144 1706 1430 1621 4818 1700 1676 4818 1463 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1706 1700 3144 1706 1430 1621 4818 1700 1676 4818 1463 Peak-hour factor, PHF 0.90 0.90 0.90 0.91 0.91 0.91 0.96 0.96 0.96 0.92 0.92 0.92 Adj. Flow(vph) 290 30 509 573 27 207 407 2005 379 197 2020 274 RTOR Reduction(vph) 0 0 158 0 0 162 0 0 197 0 0 120 Lane Group Flow(vph) 290 30 351 573 27 45 407 2005 182 197 2020 154 Confl. Peds. (#/hr) 1 2 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 10.3 10.3 10.3 27.7 27.7 27.7 22.0 60.5 60.5 15.0 55.5 55.5 Effective Green,g(s) 14.3 14.3 14.3 31.7 31.7 31.7 26.0 63.0 63.0 19.0 58.0 58.0 Actuated g/C Ratio 0.10 0.10 0.10 0.21 0.21 0.21 0.17 0.42 0.42 0.13 0.39 0.39 Clearance Time(s) 10.0 10.0 10.0 10.0 10.0 10.0 8.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 2.0 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 310 162 162 664 360 302 280 2023 714 212 1862 565 v/s Ratio Prot 0.09 0.02 c0.18 0.02 c0.25 0.42 0.12 c0.42 vls Ratio Perm c0.21 0.03 0.11 0.11 v/c Ratio 0.94 0.19 2.16 0.86 0.07 0.15 1.45 0.99 0.25 0.93 1.08 0.27 Uniform Delay,dl 67.4 62.5 67.8 57.1 47.4 48.2 62.0 43.2 28.3 64.8 46.0 31.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.17 2.44 1.00 1.00 1.00 Incremental Delay,d2 34.3 0.4 544.0 11.1 0.1 0.2 219.6 16.1 0.7 42.0 48.0 1.2 Delay(s) 101.7 62.9 611.9 68.2 47.5 48.3 283.3 66.5 69.5 106.8 94.0 32.7 Level of Service F E F E D D F E E F F C Approach Delay(s) 413.5 62.4 98.5 88.3 Approach LOS F E F F Intersection Summary HCM 2000 Control Delay 128.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.24 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 96.9% ICU Level of Service F Analysis Period(min) 15 Description: PM Peak Hour Count Date: Unavailable for new configuration c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary Mitigation 3: Meridian Rd & Waltman Ln/Central Dr 2026 Background AIM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r f tf f r f tf f r Traffic Volume(veh/h) 111 14 208 172 23 78 312 1693 320 74 1613 155 Future Volume(veh/h) 111 14 208 172 23 78 312 1693 320 74 1613 155 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 123 0 242 191 26 87 347 1881 356 82 1792 172 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,veh/h 167 0 620 218 181 154 371 3324 956 100 3077 832 Arrive On Green 0.05 0.00 0.09 0.07 0.10 0.10 0.15 0.73 0.73 0.06 0.50 0.50 Sat Flow,vehlh 3375 0 3123 3274 1772 1502 3274 6095 1562 1688 6095 1502 Grp Volume(v),veh/h 123 0 242 191 26 87 347 1881 356 82 1792 172 Grp Sat Flow(s),vehlh/In 1688 0 1562 1637 1772 1502 1637 1524 1562 1688 1524 1502 Q Serve(g_s),s 5.4 0.0 10.1 8.7 2.0 8.3 15.7 21.6 11.5 7.2 30.9 8.6 Cycle Q Clear(g_c),s 5.4 0.0 10.1 8.7 2.0 8.3 15.7 21.6 11.5 7.2 30.9 8.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 167 0 620 218 181 154 371 3324 956 100 3077 832 V/C Ratio(X) 0.74 0.00 0.39 0.88 0.14 0.57 0.94 0.57 0.37 0.82 0.58 0.21 Avail Cap(c_a),veh/h 225 0 979 218 354 300 371 3324 956 113 3077 832 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.37 0.37 0.37 1.00 1.00 1.00 Uniform Delay(d),s/veh 70.3 0.0 52.2 69.4 61.3 64.2 63.2 12.3 8.2 69.7 26.0 16.8 Incr Delay(d2),s/veh 6.8 0.0 0.3 29.8 0.3 2.4 15.1 0.3 0.4 31.6 0.8 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 4.5 0.0 7.2 8.1 1.7 5.9 9.7 8.3 5.2 7.2 16.8 5.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 77.1 0.0 52.5 99.2 61.6 66.6 78.2 12.6 8.6 101.4 26.9 17.4 LnGrp LOS E A D F E E E B A F C B Approach Vol,veh/h 365 304 2584 2046 Approach Delay,s/veh 60.8 86.7 20.8 29.0 Approach LOS E F C C Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 17.4 25.3 25.0 82.2 20.0 22.8 18.9 88.3 Change Period (Y+Rc),s 10.0 10.0 8.0 6.5 10.0 10.0 10.0 6.5 Max Green Setting(Gmax),s 10.0 30.0 17.0 58.5 10.0 30.0 10.0 63.5 Max Q Clear Time(g_c+11),s 7.4 10.3 17.7 32.9 10.7 12.1 9.2 23.6 Green Ext Time(p-c),s 0.1 0.3 0.0 22.8 0.0 0.7 0.0 35.4 Intersection Summary HCM 6th Ctrl Delay 30.5 HCM 6th LOS C Notes User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM2000 Intersection v/c Mitigation 3: Meridian Rd & Waltman Ln/Central Dr 2026 Background AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r f tf f r f tf f r Traffic Volume(vph) 111 14 208 172 23 78 312 1693 320 74 1613 155 Future Volume(vph) 111 14 208 172 23 78 312 1693 320 74 1613 155 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 4.0 6.0 6.0 6.0 4.0 4.0 6.0 6.0 4.0 6.0 Lane Util. Factor 0.97 0.95 0.95 0.97 1.00 1.00 0.97 0.86 1.00 1.00 0.86 1.00 Frt 1.00 0.87 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1409 1615 3144 1706 1450 3144 6071 1700 1676 6071 1500 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1409 1615 3144 1706 1450 3144 6071 1700 1676 6071 1500 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 123 16 231 191 26 87 347 1881 356 82 1792 172 RTOR Reduction(vph) 0 99 73 0 0 79 0 0 118 0 0 48 Lane Group Flow(vph) 123 26 49 191 26 8 347 1881 238 82 1792 124 Turn Type Prot NA pm+ov Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 1 6 3 5 2 3 8 5 7 4 1 Permitted Phases 6 2 8 4 Actuated Green,G(s) 9.4 9.2 30.1 10.0 9.8 9.8 20.9 82.1 92.1 12.2 75.4 84.8 Effective Green,g(s) 13.4 13.2 38.1 14.0 13.8 13.8 24.9 84.6 100.1 16.2 77.9 92.8 Actuated g/C Ratio 0.09 0.09 0.25 0.09 0.09 0.09 0.17 0.56 0.67 0.11 0.52 0.62 Clearance Time(s) 10.0 10.0 8.0 10.0 10.0 10.0 8.0 6.5 10.0 10.0 6.5 10.0 Vehicle Extension(s) 2.5 2.5 2.0 2.5 2.5 2.5 2.0 3.0 2.5 2.5 3.0 2.5 Lane Grp Cap(vph) 290 123 410 293 156 133 521 3424 1134 181 3152 928 v/s Ratio Prot 0.04 c0.02 0.02 c0.06 0.02 c0.11 0.31 0.02 0.05 c0.30 0.01 v/s Ratio Perm 0.01 0.01 0.12 0.07 v/c Ratio 0.42 0.21 0.12 0.65 0.17 0.06 0.67 0.55 0.21 0.45 0.57 0.13 Uniform Delay,dl 64.6 63.5 43.0 65.6 62.8 62.2 58.7 20.7 9.6 62.7 24.6 11.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.14 0.78 0.29 1.00 1.00 1.00 Incremental Delay,d2 0.7 0.6 0.0 4.6 0.4 0.1 1.5 0.4 0.0 1.3 0.7 0.0 Delay(s) 65.4 64.2 43.1 70.2 63.2 62.3 68.6 16.4 2.8 64.1 25.3 11.9 Level of Service E E D E E E E B A E C B Approach Delay(s) 57.6 67.4 21.5 25.8 Approach LOS E E C C Intersection Summary HCM 2000 Control Delay 28.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 57.6% ICU Level of Service B Analysis Period(min) 15 Description: PM Peak Hour Count Date: Unavailable for new configuration c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary Mitigation 3: Meridian Rd & Waltman Ln/Central Dr 2026 Background PM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r f tf f r f tf f r Traffic Volume(veh/h) 261 27 458 521 25 188 391 1925 364 181 1858 252 Future Volume(veh/h) 261 27 458 521 25 188 391 1925 364 181 1858 252 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 290 0 529 579 28 209 434 2139 404 201 2064 280 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,veh/h 332 0 729 589 322 272 437 2174 838 203 2174 682 Arrive On Green 0.10 0.00 0.10 0.18 0.18 0.18 0.18 0.47 0.47 0.12 0.36 0.36 Sat Flow,vehlh 3375 0 3123 3274 1772 1499 3274 6095 1562 1688 6095 1497 Grp Volume(v),veh/h 290 0 529 579 28 209 434 2139 404 201 2064 280 Grp Sat Flow(s),vehlh/In 1688 0 1562 1637 1772 1499 1637 1524 1562 1688 1524 1497 Q Serve(g_s),s 12.7 0.0 15.0 26.4 2.0 19.9 19.9 51.9 22.4 17.8 49.4 18.8 Cycle Q Clear(g_c),s 12.7 0.0 15.0 26.4 2.0 19.9 19.9 51.9 22.4 17.8 49.4 18.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 332 0 729 589 322 272 437 2174 838 203 2174 682 V/C Ratio(X) 0.87 0.00 0.73 0.98 0.09 0.77 0.99 0.98 0.48 0.99 0.95 0.41 Avail Cap(c_a),veh/h 338 0 729 589 322 272 437 2174 838 203 2174 682 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.61 0.61 0.61 1.00 1.00 1.00 Uniform Delay(d),s/veh 66.7 0.0 53.1 61.3 51.0 58.4 61.6 39.0 17.4 65.9 46.9 27.4 Incr Delay(d2),s/veh 20.9 0.0 3.4 32.5 0.1 11.9 32.1 11.8 1.2 61.0 10.6 1.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 10.7 0.0 14.6 19.8 1.6 13.2 13.9 25.2 10.9 16.5 27.4 11.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 87.7 0.0 56.5 93.8 51.1 70.3 93.7 50.8 18.6 126.9 57.5 29.2 LnGrp LOS F A E F D E F D B F E C Approach Vol,veh/h 819 816 2977 2545 Approach Delay,s/veh 67.5 86.3 52.7 59.9 Approach LOS E F D E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 24.8 37.2 28.0 60.0 37.0 25.0 28.0 60.0 Change Period (Y+Rc),s 10.0 10.0 8.0 6.5 10.0 10.0 10.0 6.5 Max Green Setting(Gmax),s 15.0 27.0 20.0 53.5 27.0 15.0 18.0 53.5 Max Q Clear Time(g_c+11),s 14.7 21.9 21.9 51.4 28.4 17.0 19.8 53.9 Green Ext Time(p-c),s 0.0 0.3 0.0 2.1 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 60.8 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM2000 Intersection v/c Mitigation 3: Meridian Rd & Waltman Ln/Central Dr 2026 Background PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r f tf f r f tf f r Traffic Volume(vph) 261 27 458 521 25 188 391 1925 364 181 1858 252 Future Volume(vph) 261 27 458 521 25 188 391 1925 364 181 1858 252 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 4.0 6.0 6.0 6.0 4.0 4.0 6.0 6.0 4.0 6.0 Lane Util. Factor 0.97 0.95 0.95 0.97 1.00 1.00 0.97 0.86 1.00 1.00 0.86 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.87 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1405 1615 3144 1706 1430 3144 6071 1700 1676 6071 1472 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1405 1615 3144 1706 1430 3144 6071 1700 1676 6071 1472 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 290 30 509 579 28 209 434 2139 404 201 2064 280 RTOR Reduction(vph) 0 197 125 0 0 171 0 0 157 0 0 93 Lane Group Flow(vph) 290 72 145 579 28 38 434 2139 247 201 2064 187 Confl. Peds. (#/hr) 1 2 Turn Type Prot NA pm+ov Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 1 6 3 5 2 3 8 5 7 4 1 Permitted Phases 6 2 8 4 Actuated Green,G(s) 14.7 11.1 32.3 27.0 23.4 23.4 21.2 56.6 83.6 18.8 56.2 70.9 Effective Green,g(s) 18.7 15.1 40.3 31.0 27.4 27.4 25.2 59.1 91.6 22.8 58.7 78.9 Actuated g/C Ratio 0.12 0.10 0.27 0.21 0.18 0.18 0.17 0.39 0.61 0.15 0.39 0.53 Clearance Time(s) 10.0 10.0 8.0 10.0 10.0 10.0 8.0 6.5 10.0 10.0 6.5 10.0 Vehicle Extension(s) 2.5 2.5 2.0 2.5 2.5 2.5 2.0 3.0 2.5 2.5 3.0 2.5 Lane Grp Cap(vph) 405 141 433 649 311 261 528 2391 1038 254 2375 774 v/s Ratio Prot 0.09 c0.05 0.06 c0.18 0.02 c0.14 c0.35 0.05 0.12 0.34 0.03 vls Ratio Perm 0.03 0.03 0.10 0.10 v/c Ratio 0.72 0.51 0.33 0.89 0.09 0.15 0.82 0.89 0.24 0.79 0.87 0.24 Uniform Delay,dl 63.1 63.9 44.1 57.9 50.9 51.5 60.2 42.5 13.3 61.3 42.1 19.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.97 1.04 1.55 1.00 1.00 1.00 Incremental Delay,d2 5.5 2.3 0.2 14.5 0.1 0.2 8.1 4.9 0.1 14.9 4.7 0.1 Delay(s) 68.6 66.3 44.2 72.4 51.0 51.7 66.5 49.0 20.7 76.2 46.8 19.4 Level of Service E E D E D D E D C E D B Approach Delay(s) 59.9 66.3 47.7 46.1 Approach LOS E E D D Intersection Summary HCM 2000 Control Delay 50.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.85 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 85.5% ICU Level of Service E Analysis Period(min) 15 Description: PM Peak Hour Count Date: Unavailable for new configuration c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary Without MIC Offsite Traffic 3: Meridian Rd & Waltman Ln/Central Dr 2026 Background AIM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 2 0 1 172 0 78 0 1732 320 74 1651 3 Future Volume(veh/h) 2 0 1 172 0 78 0 1732 320 74 1651 3 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 2 0 1 191 0 87 0 1843 340 82 1834 3 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.94 0.94 0.94 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 18 10 9 249 135 114 1 2977 961 101 3588 1114 Arrive On Green 0.01 0.00 0.01 0.08 0.00 0.08 0.00 0.82 0.82 0.06 0.74 0.74 Sat Flow,vehlh 3274 1772 1562 3274 1772 1502 1688 4837 1562 1688 4837 1502 Grp Volume(v),veh/h 2 0 1 191 0 87 0 1843 340 82 1834 3 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1502 1688 1612 1562 1688 1612 1502 Q Serve(g_s),s 0.1 0.0 0.1 8.6 0.0 8.5 0.0 21.0 8.3 7.2 23.7 0.1 Cycle Q Clear(g_c),s 0.1 0.0 0.1 8.6 0.0 8.5 0.0 21.0 8.3 7.2 23.7 0.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 18 10 9 249 135 114 1 2977 961 101 3588 1114 V/C Ratio(X) 0.11 0.00 0.12 0.77 0.00 0.76 0.00 0.62 0.35 0.81 0.51 0.00 Avail Cap(c_a),veh/h 327 177 156 567 307 260 203 2977 961 146 3588 1114 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.00 0.37 0.37 1.00 1.00 1.00 Uniform Delay(d),s/veh 74.2 0.0 74.2 68.0 0.0 68.0 0.0 7.1 6.0 69.7 8.1 5.0 Incr Delay(d2),s/veh 2.0 0.0 4.4 3.7 0.0 7.5 0.0 0.4 0.4 17.1 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.1 0.0 0.1 6.8 0.0 6.3 0.0 6.8 4.0 6.5 12.3 0.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 76.2 0.0 78.6 71.7 0.0 75.5 0.0 7.5 6.4 86.8 8.6 5.0 LnGrp LOS E A E E A E A A A F A A Approach Vol,veh/h 3 278 2183 1919 Approach Delay,s/veh 77.0 72.8 7.3 11.9 Approach LOS E E A B Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 21.4 0.0 117.8 10.8 19.0 98.8 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 26.0 18.0 56.5 15.0 13.0 59.5 Max Q Clear Time(g_c+11),s 10.6 0.0 25.7 2.1 9.2 23.0 Green Ext Time(p-c),s 0.8 0.0 27.0 0.0 0.1 32.2 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B Notes User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM2000 Intersection v/c Without MIC Offsite Traffic 3: Meridian Rd & Waltman Ln/Central Dr 2026 Background AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 2 0 1 172 0 78 0 1732 320 74 1651 3 Future Volume(vph) 2 0 1 172 0 78 0 1732 320 74 1651 3 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 6.0 6.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 0.97 1.00 0.97 1.00 0.91 1.00 1.00 0.91 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1700 3144 1450 4818 1700 1676 4818 1500 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1700 3144 1450 4818 1700 1676 4818 1500 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.94 0.94 0.94 0.90 0.90 0.90 Adj. Flow(vph) 2 0 1 191 0 87 0 1843 340 82 1834 3 RTOR Reduction(vph) 0 0 1 0 0 77 0 0 135 0 0 1 Lane Group Flow(vph) 2 0 0 191 0 10 0 1843 205 82 1834 2 Turn Type Split Perm Split Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 1.4 1.4 14.1 14.1 85.8 85.8 12.2 108.0 108.0 Effective Green,g(s) 5.4 5.4 18.1 18.1 88.3 88.3 16.2 110.5 110.5 Actuated g/C Ratio 0.04 0.04 0.12 0.12 0.59 0.59 0.11 0.74 0.74 Clearance Time(s) 10.0 10.0 10.0 10.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 117 61 379 174 2836 1000 181 3549 1105 v/s Ratio Prot c0.00 c0.06 c0.38 0.05 c0.38 v/s Ratio Perm 0.00 0.01 0.12 0.00 v/c Ratio 0.02 0.00 0.50 0.06 0.65 0.21 0.45 0.52 0.00 Uniform Delay,dl 69.7 69.7 61.7 58.4 20.6 14.4 62.7 8.4 5.2 Progression Factor 1.00 1.00 1.00 1.00 0.74 0.16 1.00 1.00 1.00 Incremental Delay,d2 0.0 0.0 0.8 0.1 0.5 0.2 1.3 0.5 0.0 Delay(s) 69.8 69.7 62.5 58.5 15.7 2.5 64.1 8.9 5.2 Level of Service E E E E B A E A A Approach Delay(s) 69.8 61.3 13.6 11.3 Approach LOS E E B B Intersection Summary HCM 2000 Control Delay 15.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period(min) 15 Description: PM Peak Hour Count Date: Unavailable for new configuration c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary Without MIC Offsite Traffic (C=160s) 3: Meridian Rd & Waltman Ln/Central Dr 2026 Background PM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 6 1 6 521 3 188 9 2048 364 181 1997 5 Future Volume(veh/h) 6 1 6 521 3 188 9 2048 364 181 1997 5 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 7 1 7 573 3 207 9 2133 379 197 2171 5 Peak Hour Factor 0.90 0.90 0.90 0.91 0.91 0.91 0.96 0.96 0.96 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 70 38 33 593 321 272 17 2149 694 211 2765 857 Arrive On Green 0.02 0.02 0.02 0.18 0.18 0.18 0.01 0.44 0.44 0.13 0.57 0.57 Sat Flow,vehlh 3274 1772 1562 3274 1772 1499 1688 4837 1562 1688 4837 1499 Grp Volume(v),veh/h 7 1 7 573 3 207 9 2133 379 197 2171 5 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1499 1688 1612 1562 1688 1612 1499 Q Serve(g_s),s 0.3 0.1 0.7 27.8 0.2 21.0 0.8 70.1 28.5 18.5 55.8 0.2 Cycle Q Clear(g_c),s 0.3 0.1 0.7 27.8 0.2 21.0 0.8 70.1 28.5 18.5 55.8 0.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 70 38 33 593 321 272 17 2149 694 211 2765 857 V/C Ratio(X) 0.10 0.03 0.21 0.97 0.01 0.76 0.52 0.99 0.55 0.93 0.79 0.01 Avail Cap(c_a),veh/h 225 122 107 593 321 272 127 2149 694 211 2765 857 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.61 0.61 0.61 1.00 1.00 1.00 Uniform Delay(d),s/veh 76.8 76.7 77.0 65.0 53.7 62.2 78.8 44.2 32.6 69.3 26.6 14.7 Incr Delay(d2),s/veh 0.5 0.2 2.3 28.4 0.0 11.5 5.3 13.5 1.9 43.5 2.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 0.3 0.1 0.5 20.2 0.2 13.7 0.7 37.2 15.5 15.8 29.1 0.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 77.3 76.9 79.3 93.4 53.7 73.7 84.1 57.7 34.5 112.9 29.0 14.7 LnGrp LOS E E E F D E F E C F C B Approach Vol,veh/h 15 783 2521 2373 Approach Delay,s/veh 78.2 88.0 54.3 35.9 Approach LOS E F D D Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 39.0 9.6 97.9 13.4 30.0 77.6 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 29.0 12.0 73.5 11.0 20.0 63.5 Max Q Clear Time(g_c+11),s 29.8 2.8 57.8 2.7 20.5 72.1 Green Ext Time(p-c),s 0.0 0.0 15.1 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 51.3 HCM 6th LOS D Notes User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM2000 Intersection v/c Without MIC Offsite Traffic (C=160s) 3: Meridian Rd & Waltman Ln/Central Dr 2026 Background PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 6 1 6 521 3 188 9 2048 364 181 1997 5 Future Volume(vph) 6 1 6 521 3 188 9 2048 364 181 1997 5 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.97 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1706 1700 3144 1706 1430 1621 4818 1700 1676 4818 1462 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1706 1700 3144 1706 1430 1621 4818 1700 1676 4818 1462 Peak-hour factor, PHF 0.90 0.90 0.90 0.91 0.91 0.91 0.96 0.96 0.96 0.92 0.92 0.92 Adj. Flow(vph) 7 1 7 573 3 207 9 2133 379 197 2171 5 RTOR Reduction(vph) 0 0 7 0 0 165 0 0 162 0 0 2 Lane Group Flow(vph) 7 1 0 573 3 42 9 2133 217 197 2171 3 Confl. Peds. (#/hr) 1 2 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 2.8 2.8 2.8 28.8 28.8 28.8 1.4 70.1 70.1 21.8 92.5 92.5 Effective Green,g(s) 6.8 6.8 6.8 32.8 32.8 32.8 5.4 72.6 72.6 25.8 95.0 95.0 Actuated g/C Ratio 0.04 0.04 0.04 0.20 0.20 0.20 0.03 0.45 0.45 0.16 0.59 0.59 Clearance Time(s) 10.0 10.0 10.0 10.0 10.0 10.0 8.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 2.0 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 138 72 72 644 349 293 54 2186 771 270 2860 868 v/s Ratio Prot c0.00 0.00 c0.18 0.00 0.01 c0.44 c0.12 c0.45 vls Ratio Perm 0.00 0.03 0.13 0.00 v/c Ratio 0.05 0.01 0.00 0.89 0.01 0.14 0.17 0.98 0.28 0.73 0.76 0.00 Uniform Delay,dl 73.5 73.4 73.4 61.8 50.7 52.1 75.1 42.8 27.4 63.8 24.0 13.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.1 0.1 0.0 14.1 0.0 0.2 0.5 14.3 0.9 8.9 1.9 0.0 Delay(s) 73.6 73.4 73.4 76.0 50.7 52.3 75.6 57.2 28.3 72.7 26.0 13.2 Level of Service E E E E D D E E C E C B Approach Delay(s) 73.5 69.6 52.9 29.8 Approach LOS E E D C Intersection Summary HCM 2000 Control Delay 45.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length(s) 160.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 88.0% ICU Level of Service E Analysis Period(min) 15 Description: PM Peak Hour Count Date: Unavailable for new configuration c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho APPENDIX G: 2026 TOTAL CAPACITY ANALYSIS REPORTS June 2022 G HCM 6th TWSC 2026 Total 1: Linder Rd & Gander Dr AM Peak Hour Intersection Int Delay,s/veh 1.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol,veh/h 4 32 130 1 13 167 Future Vol,veh/h 4 32 130 1 13 167 Conflicting Peds,#/hr 4 0 0 2 2 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - Veh in Median Storage,# 0 0 - 0 Grade, % 0 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 3 2 2 4 Mvmt Flow 4 36 144 1 14 186 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 365 147 0 0 147 0 Stage 1 147 - - - - - Stage 2 218 - - - Critical Hdwy 6.42 6.22 - 4.12 Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 - 2.218 Pot Cap-1 Maneuver 635 900 - 1435 Stage 1 880 - - - Stage 2 818 - - - Platoon blocked,% - Mov Cap-1 Maneuver 624 898 - 1432 Mov Cap-2 Maneuver 624 - - - Stage 1 878 - - Stage 2 806 - - Approach WB NB SIB HCM Control Delay,s 9.4 0 0.5 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - 856 1432 HCM Lane V/C Ratio - 0.047 0.01 HCM Control Delay(s) - 9.4 7.5 0 HCM Lane LOS - A A A HCM 95th%tile Q(veh) - 0.1 0 - Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM 6th TWSC 2026 Total 2: Waltman Ln & Corporate Dr AM Peak Hour Intersection Int Delay,s/veh 2.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations *' Traffic Vol,veh/h 10 117 40 45 51 3 Future Vol,veh/h 10 117 40 45 51 3 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - - 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 11 130 44 50 57 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 94 0 - 0 221 69 Stage 1 - - - - 69 - Stage 2 - - 152 - Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - 5.42 - Critical Hdwy Stg 2 - - 5.42 - Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap-1 Maneuver 1500 - 767 994 Stage 1 - - 954 - Stage 2 - - 876 - Platoon blocked,% - Mov Cap-1 Maneuver 1500 - 761 994 Mov Cap-2 Maneuver - - 761 - Stage 1 - 946 Stage 2 - 876 Approach EB WB SIB HCM Control Delay,s 0.6 0 10.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1500 - - 771 HCM Lane V/C Ratio 0.007 - - 0.078 HCM Control Delay(s) 7.4 0 - 10.1 HCM Lane LOS A A - B HCM 95th%tile Q(veh) 0 - - 0.3 Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary 2026 Total 3: Meridian Rd & Waltman Ln/Central Dr AIM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 148 34 328 172 30 78 352 1693 320 74 1613 167 Future Volume(veh/h) 148 34 328 172 30 78 352 1693 320 74 1613 167 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 164 38 364 191 33 87 374 1801 340 82 1792 186 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.94 0.94 0.94 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 327 177 156 252 137 116 236 2516 812 100 2191 680 Arrive On Green 0.10 0.10 0.10 0.08 0.08 0.08 0.05 0.17 0.17 0.06 0.45 0.45 Sat Flow,vehlh 3274 1772 1562 3274 1772 1502 1688 4837 1562 1688 4837 1502 Grp Volume(v),veh/h 164 38 364 191 33 87 374 1801 340 82 1792 186 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1502 1688 1612 1562 1688 1612 1502 Q Serve(g_s),s 7.1 3.0 15.0 8.6 2.6 8.5 21.0 52.7 29.1 7.2 48.3 11.6 Cycle Q Clear(g_c),s 7.1 3.0 15.0 8.6 2.6 8.5 21.0 52.7 29.1 7.2 48.3 11.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 327 177 156 252 137 116 236 2516 812 100 2191 680 V/C Ratio(X) 0.50 0.21 2.33 0.76 0.24 0.75 1.58 0.72 0.42 0.82 0.82 0.27 Avail Cap(c_a),veh/h 327 177 156 567 307 260 236 2516 812 113 2191 680 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.37 0.37 0.37 1.00 1.00 1.00 Uniform Delay(d),s/veh 64.0 62.1 67.5 67.8 65.1 67.8 71.5 51.7 41.9 69.7 35.7 25.6 Incr Delay(d2),s/veh 0.9 0.4 618.4 3.4 0.7 7.1 269.8 0.7 0.6 31.6 3.5 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 5.5 2.5 51.8 6.7 2.2 6.3 39.1 27.9 15.9 7.2 26.6 7.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 64.8 62.5 685.9 71.3 65.8 74.9 341.3 52.3 42.5 101.4 39.2 26.6 LnGrp LOS E E F E E E F D D F D C Approach Vol,veh/h 566 311 2515 2060 Approach Delay,s/veh 464.1 71.7 94.0 40.5 Approach LOS F E F D Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 21.6 29.0 74.4 25.0 18.9 84.5 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 26.0 21.0 53.5 15.0 10.0 62.5 Max Q Clear Time(g_c+11),s 10.6 23.0 50.3 17.0 9.2 54.7 Green Ext Time(p-c),s 1.0 0.0 3.1 0.0 0.0 7.4 Intersection Summary HCM 6th Ctrl Delay 110.9 HCM 6th LOS F Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM2000 Intersection v/c 2026 Total 3: Meridian Rd & Waltman Ln/Central Dr AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 148 34 328 172 30 78 352 1693 320 74 1613 167 Future Volume(vph) 148 34 328 172 30 78 352 1693 320 74 1613 167 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1706 1700 3144 1706 1450 1621 4818 1700 1676 4818 1500 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1706 1700 3144 1706 1450 1621 4818 1700 1676 4818 1500 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.94 0.94 0.94 0.90 0.90 0.90 Adj. Flow(vph) 164 38 364 191 33 87 374 1801 340 82 1792 186 RTOR Reduction(vph) 0 0 194 0 0 76 0 0 175 0 0 117 Lane Group Flow(vph) 164 38 170 191 33 11 374 1801 165 82 1792 69 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 18.9 18.9 18.9 14.2 14.2 14.2 28.9 70.5 70.5 9.9 53.5 53.5 Effective Green,g(s) 22.9 22.9 22.9 18.2 18.2 18.2 32.9 73.0 73.0 13.9 56.0 56.0 Actuated g/C Ratio 0.15 0.15 0.15 0.12 0.12 0.12 0.22 0.49 0.49 0.09 0.37 0.37 Clearance Time(s) 10.0 10.0 10.0 10.0 10.0 10.0 8.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 2.0 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 496 260 259 381 206 175 355 2344 827 155 1798 560 v/s Ratio Prot 0.05 0.02 c0.06 0.02 c0.23 0.37 0.05 c0.37 v/s Ratio Perm c0.10 0.01 0.10 0.05 v/c Ratio 0.33 0.15 0.66 0.50 0.16 0.06 1.05 0.77 0.20 0.53 1.00 0.12 Uniform Delay,dl 56.7 55.1 59.8 61.7 59.1 58.3 58.5 31.6 21.9 64.9 46.9 30.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.82 0.35 1.00 1.00 1.00 Incremental Delay,d2 0.3 0.2 5.3 0.8 0.3 0.1 50.8 1.4 0.3 2.5 20.5 0.5 Delay(s) 57.0 55.3 65.1 62.4 59.3 58.4 108.2 27.4 8.0 67.4 67.4 31.3 Level of Service E E E E E E F C A E E C Approach Delay(s) 62.1 61.0 36.8 64.1 Approach LOS E E D E Intersection Summary HCM 2000 Control Delay 51.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.89 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 77.0% ICU Level of Service D Analysis Period(min) 15 c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM 6th TWSC 2026 Total 1: Linder Rd & Gander Dr PM Peak Hour Intersection Int Delay,s/veh 1.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol,veh/h 0 18 153 1 30 117 Future Vol,veh/h 0 18 153 1 30 117 Conflicting Peds,#/hr 2 0 0 5 5 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - Veh in Median Storage,# 0 0 - 0 Grade, % 0 0 - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 3 2 2 2 Mvmt Flow 0 20 170 1 33 130 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 374 176 0 0 176 0 Stage 1 176 - - - - - Stage 2 198 - - - Critical Hdwy 6.42 6.22 - 4.12 Critical Hdwy Stg 1 5.42 - - - Critical Hdwy Stg 2 5.42 - - - Follow-up Hdwy 3.518 3.318 - 2.218 Pot Cap-1 Maneuver 627 867 - 1400 Stage 1 855 - - - Stage 2 835 - - - Platoon blocked,% - Mov Cap-1 Maneuver 606 863 - 1393 Mov Cap-2 Maneuver 606 - - - Stage 1 851 - - Stage 2 812 - - Approach WB NB SIB HCM Control Delay,s 9.3 0 1.6 HCM LOS A Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity(veh/h) - 863 1393 HCM Lane V/C Ratio - 0.023 0.024 HCM Control Delay(s) - 9.3 7.6 0 HCM Lane LOS - A A A HCM 95th%tile Q(veh) - 0.1 0.1 - Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM 6th TWSC 2026 Total 2: Waltman Ln & Corporate Dr PM Peak Hour Intersection Int Delay,s/veh 2.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations *' Traffic Vol,veh/h 7 81 136 62 60 11 Future Vol,veh/h 7 81 136 62 60 11 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - - 0 Veh in Median Storage,# 0 0 0 Grade, % 0 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 8 90 151 69 67 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 220 0 - 0 292 186 Stage 1 - - - - 186 - Stage 2 - - 106 - Critical Hdwy 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - 5.42 - Critical Hdwy Stg 2 - - 5.42 - Follow-up Hdwy 2.218 - 3.518 3.318 Pot Cap-1 Maneuver 1349 - 699 856 Stage 1 - - 846 - Stage 2 - - 918 - Platoon blocked,% - Mov Cap-1 Maneuver 1349 - 695 856 Mov Cap-2 Maneuver - - 695 - Stage 1 - 841 Stage 2 - 918 Approach EB WB SIB HCM Control Delay,s 0.6 0 10.7 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 1349 - - 716 HCM Lane V/C Ratio 0.006 - - 0.11 HCM Control Delay(s) 7.7 0 - 10.7 HCM Lane LOS A A - B HCM 95th%tile Q(veh) 0 - - 0.4 Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary 2026 Total 3: Meridian Rd & Waltman Ln/Central Dr PM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 285 40 537 521 48 188 520 1925 364 181 1858 295 Future Volume(veh/h) 285 40 537 521 48 188 520 1925 364 181 1858 295 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 317 44 597 573 53 207 542 2005 379 197 2020 321 Peak Hour Factor 0.90 0.90 0.90 0.91 0.91 0.91 0.96 0.96 0.96 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 218 118 104 610 330 279 248 1953 630 169 1792 555 Arrive On Green 0.07 0.07 0.07 0.19 0.19 0.19 0.05 0.13 0.13 0.10 0.37 0.37 Sat Flow,vehlh 3274 1772 1562 3274 1772 1499 1688 4837 1562 1688 4837 1498 Grp Volume(v),veh/h 317 44 597 573 53 207 542 2005 379 197 2020 321 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1499 1688 1612 1562 1688 1612 1498 Q Serve(g_s),s 10.0 3.6 10.0 25.9 3.8 19.6 22.0 60.6 34.3 15.0 55.6 25.8 Cycle Q Clear(g_c),s 10.0 3.6 10.0 25.9 3.8 19.6 22.0 60.6 34.3 15.0 55.6 25.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 218 118 104 610 330 279 248 1953 630 169 1792 555 V/C Ratio(X) 1.45 0.37 5.73 0.94 0.16 0.74 2.19 1.03 0.60 1.17 1.13 0.58 Avail Cap(c_a),veh/h 218 118 104 611 331 280 248 1953 630 169 1792 555 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.61 0.61 0.61 1.00 1.00 1.00 Uniform Delay(d),s/veh 70.0 67.0 70.0 60.2 51.2 57.6 71.4 65.0 53.6 67.5 47.2 37.8 Incr Delay(d2),s/veh 227.3 1.4 2151.1 22.5 0.2 9.6 543.5 23.2 2.6 121.5 65.2 4.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 18.4 3.0 97.8 18.6 3.1 12.8 71.7 38.4 19.9 18.9 45.7 15.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 297.3 68.4 2221.1 82.7 51.4 67.2 614.8 88.2 56.2 189.0 112.4 42.2 LnGrp LOS F E F F D E F F E F F D Approach Vol,veh/h 958 833 2926 2538 Approach Delay,s/veh 1485.7 76.8 181.6 109.4 Approach LOS F E F F Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 37.9 30.0 62.1 20.0 25.0 67.1 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 28.0 22.0 55.5 10.0 15.0 60.5 Max Q Clear Time(g_c+11),s 27.9 24.0 57.6 12.0 17.0 62.6 Green Ext Time(p-c),s 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 316.5 HCM 6th LOS F Notes User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM2000 Intersection v/c 2026 Total 3: Meridian Rd & Waltman Ln/Central Dr PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 285 40 537 521 48 188 520 1925 364 181 1858 295 Future Volume(vph) 285 40 537 521 48 188 520 1925 364 181 1858 295 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1706 1700 3144 1706 1430 1621 4818 1700 1676 4818 1463 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1706 1700 3144 1706 1430 1621 4818 1700 1676 4818 1463 Peak-hour factor, PHF 0.90 0.90 0.90 0.91 0.91 0.91 0.96 0.96 0.96 0.92 0.92 0.92 Adj. Flow(vph) 317 44 597 573 53 207 542 2005 379 197 2020 321 RTOR Reduction(vph) 0 0 158 0 0 162 0 0 197 0 0 120 Lane Group Flow(vph) 317 44 439 573 53 45 542 2005 182 197 2020 201 Confl. Peds. (#/hr) 1 2 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 10.3 10.3 10.3 27.7 27.7 27.7 22.0 60.5 60.5 15.0 55.5 55.5 Effective Green,g(s) 14.3 14.3 14.3 31.7 31.7 31.7 26.0 63.0 63.0 19.0 58.0 58.0 Actuated g/C Ratio 0.10 0.10 0.10 0.21 0.21 0.21 0.17 0.42 0.42 0.13 0.39 0.39 Clearance Time(s) 10.0 10.0 10.0 10.0 10.0 10.0 8.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 2.0 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 310 162 162 664 360 302 280 2023 714 212 1862 565 v/s Ratio Prot 0.10 0.03 c0.18 0.03 c0.33 0.42 0.12 c0.42 vls Ratio Perm c0.26 0.03 0.11 0.14 v/c Ratio 1.02 0.27 2.71 0.86 0.15 0.15 1.94 0.99 0.25 0.93 1.08 0.36 Uniform Delay,dl 67.8 63.0 67.8 57.1 48.1 48.2 62.0 43.2 28.3 64.8 46.0 32.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.16 2.35 1.00 1.00 1.00 Incremental Delay,d2 57.0 0.7 785.8 11.1 0.1 0.2 431.9 16.3 0.7 42.0 48.0 1.7 Delay(s) 124.9 63.7 853.6 68.2 48.3 48.3 495.5 66.4 67.2 106.8 94.0 34.5 Level of Service F E F E D D F E E F F C Approach Delay(s) 576.2 62.0 146.0 87.5 Approach LOS F E F F Intersection Summary HCM 2000 Control Delay 172.7 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.40 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 102.3% ICU Level of Service G Analysis Period(min) 15 c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary Mitigation 3: Meridian Rd & Waltman Ln/Central Dr 2026 Total AIM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r f tf f r f tf f r Traffic Volume(veh/h) 148 34 328 172 30 78 352 1693 320 74 1613 167 Future Volume(veh/h) 148 34 328 172 30 78 352 1693 320 74 1613 167 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 164 0 389 191 33 87 391 1881 356 82 1792 186 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,veh/h 212 0 803 237 238 202 433 3046 894 101 2685 756 Arrive On Green 0.06 0.00 0.12 0.07 0.13 0.13 0.13 0.50 0.50 0.06 0.44 0.44 Sat Flow,vehlh 3375 0 3123 3274 1772 1502 3274 6095 1562 1688 6095 1502 Grp Volume(v),veh/h 164 0 389 191 33 87 391 1881 356 82 1792 186 Grp Sat Flow(s),vehlh/In 1688 0 1562 1637 1772 1502 1637 1524 1562 1688 1524 1502 Q Serve(g_s),s 7.2 0.0 15.9 8.6 2.5 8.0 17.7 33.5 18.9 7.2 34.9 10.5 Cycle Q Clear(g_c),s 7.2 0.0 15.9 8.6 2.5 8.0 17.7 33.5 18.9 7.2 34.9 10.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 212 0 803 237 238 202 433 3046 894 101 2685 756 V/C Ratio(X) 0.77 0.00 0.48 0.80 0.14 0.43 0.90 0.62 0.40 0.81 0.67 0.25 Avail Cap(c_a),veh/h 338 0 955 327 307 260 458 3046 894 169 2685 756 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.37 0.37 0.37 1.00 1.00 1.00 Uniform Delay(d),s/veh 69.2 0.0 47.3 68.5 57.3 59.7 64.1 27.2 17.8 69.7 33.3 21.1 Incr Delay(d2),s/veh 4.4 0.0 0.3 8.6 0.2 1.1 8.7 0.4 0.5 11.0 1.3 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 5.9 0.0 10.3 7.1 2.0 5.6 10.7 15.6 9.5 6.1 19.0 7.0 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 73.7 0.0 47.6 77.1 57.5 60.7 72.8 27.5 18.3 80.6 34.6 21.9 LnGrp LOS E A D E E E E C B F C C Approach Vol,veh/h 553 311 2628 2060 Approach Delay,s/veh 55.4 70.4 33.0 35.3 Approach LOS E E C D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 19.4 30.1 27.8 72.6 20.9 28.7 19.0 81.4 Change Period (Y+Rc),s 10.0 10.0 8.0 6.5 10.0 10.0 10.0 6.5 Max Green Setting(Gmax),s 15.0 26.0 21.0 53.5 15.0 26.0 15.0 57.5 Max Q Clear Time(g_c+11),s 9.2 10.0 19.7 36.9 10.6 17.9 9.2 35.5 Green Ext Time(p-c),s 0.3 0.3 0.2 15.3 0.3 0.8 0.1 20.4 Intersection Summary HCM 6th Ctrl Delay 38.2 HCM 6th LOS D Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM2000 Intersection v/c Mitigation 3: Meridian Rd & Waltman Ln/Central Dr 2026 Total AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r f tf f r f tf f r Traffic Volume(vph) 148 34 328 172 30 78 352 1693 320 74 1613 167 Future Volume(vph) 148 34 328 172 30 78 352 1693 320 74 1613 167 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 4.0 6.0 6.0 6.0 4.0 4.0 6.0 6.0 4.0 6.0 Lane Util. Factor 0.97 0.95 0.95 0.97 1.00 1.00 0.97 0.86 1.00 1.00 0.86 1.00 Frt 1.00 0.88 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1423 1615 3144 1706 1450 3144 6071 1700 1676 6071 1500 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1423 1615 3144 1706 1450 3144 6071 1700 1676 6071 1500 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 164 38 364 191 33 87 391 1881 356 82 1792 186 RTOR Reduction(vph) 0 116 69 0 0 76 0 0 130 0 0 58 Lane Group Flow(vph) 164 89 128 191 33 11 391 1881 226 82 1792 128 Turn Type Prot NA pm+ov Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 1 6 3 5 2 3 8 5 7 4 1 Permitted Phases 6 2 8 4 Actuated Green,G(s) 12.3 14.2 36.0 13.2 15.1 15.1 21.8 73.9 87.1 12.2 66.3 78.6 Effective Green,g(s) 16.3 18.2 44.0 17.2 19.1 19.1 25.8 76.4 95.1 16.2 68.8 86.6 Actuated g/C Ratio 0.11 0.12 0.29 0.11 0.13 0.13 0.17 0.51 0.63 0.11 0.46 0.58 Clearance Time(s) 10.0 10.0 8.0 10.0 10.0 10.0 8.0 6.5 10.0 10.0 6.5 10.0 Vehicle Extension(s) 2.5 2.5 2.0 2.5 2.5 2.5 2.0 3.0 2.5 2.5 3.0 2.5 Lane Grp Cap(vph) 353 172 473 360 217 184 540 3092 1077 181 2784 866 v/s Ratio Prot 0.05 c0.06 0.05 c0.06 0.02 c0.12 0.31 0.02 0.05 c0.30 0.02 v/s Ratio Perm 0.03 0.01 0.11 0.07 v/c Ratio 0.46 0.52 0.27 0.53 0.15 0.06 0.72 0.61 0.21 0.45 0.64 0.15 Uniform Delay,dl 62.8 61.8 40.7 62.6 58.2 57.6 58.7 26.2 11.6 62.7 31.2 14.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.08 0.80 0.55 1.00 1.00 1.00 Incremental Delay,d2 0.7 2.0 0.1 1.2 0.2 0.1 2.5 0.6 0.0 1.3 1.2 0.1 Delay(s) 63.5 63.7 40.8 63.8 58.5 57.7 65.9 21.6 6.5 64.1 32.3 14.7 Level of Service E E D E E E E C A E C B Approach Delay(s) 55.7 61.5 26.1 32.0 Approach LOS E E C C Intersection Summary HCM 2000 Control Delay 33.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary Mitigation 3: Meridian Rd & Waltman Ln/Central Dr 2026 Total PM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r f tf f r f tf f r Traffic Volume(veh/h) 285 40 537 521 48 188 520 1925 364 181 1858 295 Future Volume(veh/h) 285 40 537 521 48 188 520 1925 364 181 1858 295 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 317 0 626 579 53 209 578 2139 404 201 2064 328 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,veh/h 356 0 840 597 282 239 611 2379 894 220 2107 676 Arrive On Green 0.11 0.00 0.08 0.18 0.16 0.16 0.19 0.39 0.39 0.13 0.35 0.35 Sat Flow,vehlh 3375 0 3123 3274 1772 1499 3274 6095 1562 1688 6095 1497 Grp Volume(v),veh/h 317 0 626 579 53 209 578 2139 404 201 2064 328 Grp Sat Flow(s),vehlh/In 1688 0 1562 1637 1772 1499 1637 1524 1562 1688 1524 1497 Q Serve(g_s),s 15.8 0.0 14.0 29.9 4.4 23.2 29.6 56.0 25.4 20.0 56.9 26.2 Cycle Q Clear(g_c),s 15.8 0.0 14.0 29.9 4.4 23.2 29.6 56.0 25.4 20.0 56.9 26.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 356 0 840 597 282 239 611 2379 894 220 2107 676 V/C Ratio(X) 0.89 0.00 0.75 0.97 0.19 0.88 0.95 0.90 0.45 0.91 0.98 0.49 Avail Cap(c_a),veh/h 377 0 840 597 282 239 616 2379 894 248 2107 676 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 0.61 0.61 0.61 1.00 1.00 1.00 Uniform Delay(d),s/veh 75.1 0.0 56.8 69.0 61.9 69.8 68.3 48.7 20.9 73.0 55.0 32.8 Incr Delay(d2),s/veh 21.0 0.0 3.5 29.2 0.2 28.0 16.5 3.8 1.0 32.3 15.3 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 12.6 0.0 18.5 21.4 3.7 16.1 18.5 27.8 13.5 16.0 32.0 15.2 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 96.1 0.0 60.3 98.2 62.2 97.9 84.8 52.5 22.0 105.3 70.4 35.3 LnGrp LOS F A E F E F F D C F E D Approach Vol,veh/h 943 841 3121 2593 Approach Delay,s/veh 72.3 95.9 54.5 68.6 Approach LOS E F D E Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration(G+Y+Rc),s 27.9 37.1 39.7 65.3 41.0 24.0 32.2 72.8 Change Period (Y+Rc),s 10.0 10.0 8.0 6.5 10.0 10.0 10.0 6.5 Max Green Setting(Gmax),s 19.0 26.0 32.0 58.5 31.0 14.0 25.0 63.5 Max Q Clear Time(g_c+11),s 17.8 25.2 31.6 58.9 31.9 16.0 22.0 58.0 Green Ext Time(p-c),s 0.2 0.1 0.1 0.0 0.0 0.0 0.2 5.4 Intersection Summary HCM 6th Ctrl Delay 66.3 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM2000 Intersection v/c Mitigation 3: Meridian Rd & Waltman Ln/Central Dr 2026 Total PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1� r t r f tf f r f tf f r Traffic Volume(vph) 285 40 537 521 48 188 520 1925 364 181 1858 295 Future Volume(vph) 285 40 537 521 48 188 520 1925 364 181 1858 295 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 4.0 6.0 6.0 6.0 4.0 4.0 6.0 6.0 4.0 6.0 Lane Util. Factor 0.97 0.95 0.95 0.97 1.00 1.00 0.97 0.86 1.00 1.00 0.86 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.87 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1410 1615 3144 1706 1430 3144 6071 1700 1676 6071 1472 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1410 1615 3144 1706 1430 3144 6071 1700 1676 6071 1472 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 317 44 597 579 53 209 578 2139 404 201 2064 328 RTOR Reduction(vph) 0 135 104 0 0 171 0 0 146 0 0 86 Lane Group Flow(vph) 317 190 212 579 53 38 578 2139 258 201 2064 242 Confl. Peds. (#/hr) 1 2 Turn Type Prot NA pm+ov Prot NA Perm Prot NA pm+ov Prot NA pm+ov Protected Phases 1 6 3 5 2 3 8 5 7 4 1 Permitted Phases 6 2 8 4 Actuated Green,G(s) 18.4 14.1 45.4 30.9 26.6 26.6 31.3 65.8 96.7 22.7 59.2 77.6 Effective Green,g(s) 22.4 18.1 53.4 34.9 30.6 30.6 35.3 68.3 104.7 26.7 61.7 85.6 Actuated g/C Ratio 0.13 0.11 0.31 0.21 0.18 0.18 0.21 0.40 0.62 0.16 0.36 0.50 Clearance Time(s) 10.0 10.0 8.0 10.0 10.0 10.0 8.0 6.5 10.0 10.0 6.5 10.0 Vehicle Extension(s) 2.5 2.5 2.0 2.5 2.5 2.5 2.0 3.0 2.5 2.5 3.0 2.5 Lane Grp Cap(vph) 428 150 507 645 307 257 652 2439 1047 263 2203 741 v/s Ratio Prot 0.10 c0.13 0.09 c0.18 0.03 c0.18 0.35 0.05 0.12 c0.34 0.04 vls Ratio Perm 0.04 0.03 0.10 0.12 v/c Ratio 0.74 1.27 0.42 0.90 0.17 0.15 0.89 0.88 0.25 0.76 0.94 0.33 Uniform Delay,dl 71.0 76.0 46.0 65.8 59.0 58.7 65.4 47.0 14.8 68.6 52.3 25.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 6.4 162.4 0.2 15.1 0.2 0.2 13.4 4.8 0.1 11.9 9.2 0.2 Delay(s) 77.4 238.3 46.3 81.0 59.2 58.9 78.8 51.8 14.9 80.5 61.4 25.3 Level of Service E F D F E E E D B F E C Approach Delay(s) 121.7 74.1 52.0 58.3 Approach LOS F E D E Intersection Summary HCM 2000 Control Delay 65.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.97 Actuated Cycle Length(s) 170.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 90.3% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary Without MIC Offsite Traffic 3: Meridian Rd & Waltman Ln/Central Dr 2026 Total AIM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 39 20 121 172 7 78 40 1732 320 74 1651 15 Future Volume(veh/h) 39 20 121 172 7 78 40 1732 320 74 1651 15 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 43 22 134 191 8 87 43 1843 340 82 1834 17 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.94 0.94 0.94 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 321 174 153 250 135 115 55 2528 816 101 2724 846 Arrive On Green 0.10 0.10 0.10 0.08 0.08 0.08 0.03 0.52 0.52 0.06 0.56 0.56 Sat Flow,vehlh 3274 1772 1562 3274 1772 1502 1688 4837 1562 1688 4837 1502 Grp Volume(v),veh/h 43 22 134 191 8 87 43 1843 340 82 1834 17 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1502 1688 1612 1562 1688 1612 1502 Q Serve(g_s),s 1.8 1.7 12.7 8.6 0.6 8.5 3.8 44.1 19.9 7.2 40.0 0.8 Cycle Q Clear(g_c),s 1.8 1.7 12.7 8.6 0.6 8.5 3.8 44.1 19.9 7.2 40.0 0.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 321 174 153 250 135 115 55 2528 816 101 2724 846 V/C Ratio(X) 0.13 0.13 0.87 0.76 0.06 0.76 0.79 0.73 0.42 0.81 0.67 0.02 Avail Cap(c_a),veh/h 327 177 156 567 307 260 191 2528 816 146 2724 846 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.37 0.37 0.37 1.00 1.00 1.00 Uniform Delay(d),s/veh 61.8 61.8 66.7 67.9 64.3 67.9 72.1 27.6 21.9 69.7 23.1 14.5 Incr Delay(d2),s/veh 0.1 0.2 37.5 3.6 0.1 7.4 3.5 0.7 0.6 17.1 1.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 1.4 1.4 10.9 6.8 0.5 6.3 3.0 20.9 10.2 6.5 21.6 0.5 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 62.0 62.0 104.3 71.6 64.4 75.3 75.5 28.3 22.4 86.8 24.4 14.5 LnGrp LOS E E F E E E E C C F C B Approach Vol,veh/h 199 286 2226 1933 Approach Delay,s/veh 90.5 72.5 28.3 27.0 Approach LOS F E C C Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 21.5 12.9 91.0 24.7 19.0 84.9 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 26.0 17.0 57.5 15.0 13.0 59.5 Max Q Clear Time(g_c+11),s 10.6 5.8 42.0 14.7 9.2 46.1 Green Ext Time(p-c),s 0.9 0.0 14.3 0.0 0.1 12.7 Intersection Summary HCM 6th Ctrl Delay 33.1 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM2000 Intersection v/c Without MIC Offsite Traffic 3: Meridian Rd & Waltman Ln/Central Dr 2026 Total AIM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 39 20 121 172 7 78 40 1732 320 74 1651 15 Future Volume(vph) 39 20 121 172 7 78 40 1732 320 74 1651 15 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1706 1700 3144 1706 1450 1621 4818 1700 1676 4818 1500 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1706 1700 3144 1706 1450 1621 4818 1700 1676 4818 1500 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.94 0.94 0.94 0.90 0.90 0.90 Adj. Flow(vph) 43 22 134 191 8 87 43 1843 340 82 1834 17 RTOR Reduction(vph) 0 0 124 0 0 77 0 0 148 0 0 7 Lane Group Flow(vph) 43 22 10 191 8 10 43 1843 192 82 1834 10 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 7.7 7.7 7.7 14.0 14.0 14.0 7.4 79.6 79.6 12.2 86.4 86.4 Effective Green,g(s) 11.7 11.7 11.7 18.0 18.0 18.0 11.4 82.1 82.1 16.2 88.9 88.9 Actuated g/C Ratio 0.08 0.08 0.08 0.12 0.12 0.12 0.08 0.55 0.55 0.11 0.59 0.59 Clearance Time(s) 10.0 10.0 10.0 10.0 10.0 10.0 8.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 2.0 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 253 133 132 377 204 174 123 2637 930 181 2855 889 v/s Ratio Prot c0.01 0.01 c0.06 0.00 0.03 c0.38 c0.05 c0.38 v/s Ratio Perm 0.01 0.01 0.11 0.01 v/c Ratio 0.17 0.17 0.08 0.51 0.04 0.06 0.35 0.70 0.21 0.45 0.64 0.01 Uniform Delay,dl 64.6 64.6 64.2 61.8 58.4 58.5 65.8 24.9 17.3 62.7 20.1 12.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.19 0.78 0.21 1.00 1.00 1.00 Incremental Delay,d2 0.2 0.4 0.2 0.8 0.1 0.1 0.3 0.7 0.2 1.3 1.1 0.0 Delay(s) 64.8 65.0 64.3 62.6 58.4 58.6 78.7 20.3 3.9 64.1 21.2 12.6 Level of Service E E E E E E E C A E C B Approach Delay(s) 64.5 61.3 18.9 23.0 Approach LOS E E B C Intersection Summary HCM 2000 Control Delay 25.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 66.3% ICU Level of Service C Analysis Period(min) 15 c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary Without MIC Offsite Traffic 3: Meridian Rd & Waltman Ln/Central Dr 2026 Total PM Peak Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 30 14 85 521 26 188 138 2048 364 181 1997 48 Future Volume(veh/h) 30 14 85 521 26 188 138 2048 364 181 1997 48 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 33 16 94 573 29 207 144 2133 379 197 2171 52 Peak Hour Factor 0.90 0.90 0.90 0.91 0.91 0.91 0.96 0.96 0.96 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 224 121 107 586 317 268 160 2126 686 204 2303 713 Arrive On Green 0.07 0.07 0.07 0.18 0.18 0.18 0.10 0.44 0.44 0.12 0.48 0.48 Sat Flow,vehlh 3274 1772 1562 3274 1772 1499 1688 4837 1562 1688 4837 1498 Grp Volume(v),veh/h 33 16 94 573 29 207 144 2133 379 197 2171 52 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1499 1688 1612 1562 1688 1612 1498 Q Serve(g_s),s 1.8 1.6 11.3 33.1 2.6 25.0 16.0 83.5 34.1 22.1 81.1 3.6 Cycle Q Clear(g_c),s 1.8 1.6 11.3 33.1 2.6 25.0 16.0 83.5 34.1 22.1 81.1 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 224 121 107 586 317 268 160 2126 686 204 2303 713 V/C Ratio(X) 0.15 0.13 0.88 0.98 0.09 0.77 0.90 1.00 0.55 0.96 0.94 0.07 Avail Cap(c_a),veh/h 224 121 107 586 317 268 169 2126 686 204 2303 713 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.61 0.61 0.61 1.00 1.00 1.00 Uniform Delay(d),s/veh 83.3 83.2 87.7 77.6 65.1 74.3 85.1 53.3 39.4 83.1 47.3 27.0 Incr Delay(d2),s/veh 0.2 0.4 50.7 31.5 0.1 12.5 27.5 16.0 2.0 52.5 9.4 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 1.4 1.4 10.2 23.4 2.2 15.9 11.9 44.5 18.3 18.5 43.8 2.4 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 83.5 83.6 138.5 109.1 65.2 86.8 112.5 69.3 41.4 135.6 56.8 27.2 LnGrp LOS F F F F E F F F D F E C Approach Vol,veh/h 143 809 2656 2420 Approach Delay,s/veh 119.6 101.8 67.7 62.5 Approach LOS F F E E Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 44.0 26.1 96.9 23.0 33.0 90.0 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 34.0 19.0 89.5 13.0 23.0 83.5 Max Q Clear Time(g_c+11),s 35.1 18.0 83.1 13.3 24.1 85.5 Green Ext Time(p-c),s 0.0 0.0 6.3 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 71.4 HCM 6th LOS E Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM2000 Intersection v/c Without MIC Offsite Traffic 3: Meridian Rd & Waltman Ln/Central Dr 2026 Total PM Peak Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 30 14 85 521 26 188 138 2048 364 181 1997 48 Future Volume(vph) 30 14 85 521 26 188 138 2048 364 181 1997 48 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.97 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1706 1700 3144 1706 1429 1621 4818 1700 1676 4818 1461 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1706 1700 3144 1706 1429 1621 4818 1700 1676 4818 1461 Peak-hour factor, PHF 0.90 0.90 0.90 0.91 0.91 0.91 0.96 0.96 0.96 0.92 0.92 0.92 Adj. Flow(vph) 33 16 94 573 29 207 144 2133 379 197 2171 52 RTOR Reduction(vph) 0 0 88 0 0 166 0 0 142 0 0 26 Lane Group Flow(vph) 33 16 6 573 29 41 144 2133 237 197 2171 26 Confl. Peds. (#/hr) 1 2 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 7.6 7.6 7.6 33.9 33.9 33.9 20.2 86.6 86.6 25.4 93.8 93.8 Effective Green,g(s) 11.6 11.6 11.6 37.9 37.9 37.9 24.2 89.1 89.1 29.4 96.3 96.3 Actuated g/C Ratio 0.06 0.06 0.06 0.20 0.20 0.20 0.13 0.47 0.47 0.15 0.51 0.51 Clearance Time(s) 10.0 10.0 10.0 10.0 10.0 10.0 8.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 2.0 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 198 104 103 627 340 285 206 2259 797 259 2441 740 v/s Ratio Prot c0.01 0.01 c0.18 0.02 0.09 c0.44 c0.12 c0.45 vls Ratio Perm 0.00 0.03 0.14 0.02 v/c Ratio 0.17 0.15 0.06 0.91 0.09 0.14 0.70 0.94 0.30 0.76 0.89 0.04 Uniform Delay,dl 84.6 84.5 84.0 74.5 61.9 62.7 79.4 48.1 31.1 76.9 42.1 23.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay,d2 0.3 0.5 0.2 17.9 0.1 0.2 8.1 9.7 1.0 11.9 5.4 0.1 Delay(s) 84.9 85.1 84.2 92.3 62.0 62.9 87.5 57.8 32.1 88.8 47.4 23.6 Level of Service F F F F E E F E C F D C Approach Delay(s) 84.5 83.7 55.7 50.3 Approach LOS F F E D Intersection Summary HCM 2000 Control Delay 58.0 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length(s) 190.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 88.0% ICU Level of Service E Analysis Period(min) 15 c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM 6th TWSC 2026 Total 4: Kearney Ave & Waltman Ln AM Peak Hour Intersection Int Delay,s/veh 8.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� Traffic Vol,veh/h 1 0 42 1 0 126 Future Vol,veh/h 1 0 42 1 0 126 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - - 0 Veh in Median Storage,# 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 0 47 1 0 140 Major/Minor a M Minor1 Conflicting Flow All 0 0 1 0 96 1 Stage 1 - - - - 1 - Stage 2 - - - 95 - Critical Hdwy - - 4.12 6.42 6.22 Critical Hdwy Stg 1 - 5.42 - Critical Hdwy Stg 2 - 5.42 - Follow-up Hdwy 2.218 3.518 3.318 Pot Cap-1 Maneuver 1622 903 1084 Stage 1 - 1022 - Stage 2 - 929 - Platoon blocked,% Mov Cap-1 Maneuver 1622 877 1084 Mov Cap-2 Maneuver - 877 - Stage 1 - 1022 Stage 2 - 902 Approach EB WB NIB HCM Control Delay,s 0 7.1 8.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 1084 - 1622 HCM Lane V/C Ratio 0.129 - 0.029 HCM Control Delay(s) 8.8 - 7.3 0 HCM Lane LOS A - A A HCM 95th%tile Q(veh) 0.4 - 0.1 - Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM 6th TWSC 2026 Total 5: Multifamily Access & Waltman Ln AM Peak Hour Intersection Int Delay,s/veh 2.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� Traffic Vol,veh/h 163 5 20 68 16 61 Future Vol,veh/h 163 5 20 68 16 61 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - - 0 Veh in Median Storage,# 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 181 6 22 76 18 68 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 187 0 304 184 Stage 1 - - - - 184 - Stage 2 - 120 - Critical Hdwy 4.12 6.42 6.22 Critical Hdwy Stg 1 - 5.42 - Critical Hdwy Stg 2 - 5.42 - Follow-up Hdwy 2.218 3.518 3.318 Pot Cap-1 Maneuver 1387 688 858 Stage 1 - 848 - Stage 2 - 905 - Platoon blocked,% Mov Cap-1 Maneuver 1387 676 858 Mov Cap-2 Maneuver - 676 - Stage 1 - 848 Stage 2 - 890 Approach EB WB NB HCM Control Delay,s 0 1.7 9.9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 813 - 1387 HCM Lane V/C Ratio 0.105 - 0.016 HCM Control Delay(s) 9.9 - 7.6 0 HCM Lane LOS A - A A HCM 95th%tile Q(veh) 0.4 - 0 - Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM 6th TWSC 2026 Total 4: Kearney Ave & Waltman Ln PM Peak Hour Intersection Int Delay,s/veh 7.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� Traffic Vol,veh/h 5 0 141 6 0 83 Future Vol,veh/h 5 0 141 6 0 83 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - - 0 Veh in Median Storage,# 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 6 0 157 7 0 92 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 6 0 327 6 Stage 1 - - - - 6 - Stage 2 - 321 - Critical Hdwy 4.12 6.42 6.22 Critical Hdwy Stg 1 - 5.42 - Critical Hdwy Stg 2 - 5.42 - Follow-up Hdwy 2.218 3.518 3.318 Pot Cap-1 Maneuver 1615 667 1077 Stage 1 - 1017 - Stage 2 - 735 - Platoon blocked,% Mov Cap-1 Maneuver 1615 602 1077 Mov Cap-2 Maneuver - 602 - Stage 1 - 1017 Stage 2 - 663 Approach EB WB NIB HCM Control Delay,s 0 7.2 8.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 1077 - 1615 HCM Lane V/C Ratio 0.086 - 0.097 HCM Control Delay(s) 8.7 - 7.5 0 HCM Lane LOS A - A A HCM 95th%tile Q(veh) 0.3 - 0.3 - Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. HCM 6th TWSC 2026 Total 5: Multifamily Access & Waltman Ln PM Peak Hour Intersection Int Delay,s/veh 2.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1� Traffic Vol,veh/h 124 17 65 188 10 40 Future Vol,veh/h 124 17 65 188 10 40 Conflicting Peds,#/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None - None - None Storage Length - - 0 Veh in Median Storage,# 0 - 0 0 Grade, % 0 - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 138 19 72 209 11 44 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 157 0 501 148 Stage 1 - - - - 148 - Stage 2 - 353 - Critical Hdwy 4.12 6.42 6.22 Critical Hdwy Stg 1 - 5.42 - Critical Hdwy Stg 2 - 5.42 - Follow-up Hdwy 2.218 3.518 3.318 Pot Cap-1 Maneuver 1423 530 899 Stage 1 - 880 - Stage 2 - 711 - Platoon blocked,% Mov Cap-1 Maneuver 1423 500 899 Mov Cap-2 Maneuver - 500 - Stage 1 - 880 Stage 2 - 670 Approach EB WB NIB HCM Control Delay,s 0 2 10 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity(veh/h) 775 - 1423 - HCM Lane V/C Ratio 0.072 - 0.051 HCM Control Delay(s) 10 - 7.7 0 HCM Lane LOS B - A A HCM 95th%tile Q(veh) 0.2 - 0.2 - Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-June 2022 CR Engineering, Inc. ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho APPENDIX H: TURN LANE WARRANT WORKSHEETS June 2022 H "jr]NG, INC. Tanner Creek Subdivision Meridian, Idaho ACHD Right-turn Lane Guideline for Two-Lane Roadways 2022 Existing Traffic Speed Right-Turn Major Road Limit Peak Volume Volume Meet Intersection Approach (mph) Hour (vph) (vph) Warrant? O Gander Drive NB 35 AM 1 151 No* & Linder Road I PM 1 163 No* * Right-Turn Volume Less Than 10 vph - Not Warranted lajor-Rca� _gad 40 mph t T; A;Id ::qht-Tl.rl L_ L` S E a 0 +n h r` a a „ ')1 ;:90 knV =>60 m ch (100 m 0 200 300 --- 60C 7 2C.- BOC tCCC JJ Major-Road Volume(one direction),vehlh AM Peak PM Peak "jr]NG, INC. Tanner Creek Subdivision Meridian, Idaho ACHD Right-turn Lane Guideline for Two-Lane Roadways 2026 Background Traffic With Off-Site Traffic Speed Right-Turn Major Road Limit Peak Volume Volume Meet Intersection Approach (mph) Hour (vph) (vph) Warrant? O Gander Drive NB 35 AM 1 163 No* & Linder Road PM 1 176 No* O Corproate Drive WB 25 AM 29 30 == &Waltman Lane I I PM 52 58 * Right-Turn Volume Less Than 10 vph - Not Warranted jor-Roadspeed < 40 moh 160 kn•lh} 45 mph 70 km/h ' :Icl t t 4 -- E > 50 mph E N(80 h) O� O => 60 mph r 100 tfth, 300 =_ '__ 80C ''1j 2CC dOC Major-Road Volume(one direction),vehlh AM Peak PM Peak O "jr]NG, INC. Tanner Creek Subdivision Meridian, Idaho ACHD Right-turn Lane Guideline for Two-Lane Roadways 2026 Background Traffic With Off-Site Traffic Speed Right-Turn Major Road Limit Peak Volume Volume Meet Intersection Approach (mph) Hour (vph) (vph) Warrant? O Gander Drive NB 35 AM 1 163 No* & Linder Road PM 1 176 No* O Corproate Drive WB 25 AM 0 1 No* &Waltman Lane I I PM 0 6 No* * Right-Turn Volume Less Than 10 vph - Not Warranted jor-Roadspeed < 40 moh 160 kn•lh} 45 mph 70 km/h ' :Icl t t 4 -- E > 50 mph E N(80 h) => 60 mph r 100 tfth, 300 80C ''1j 2CC dOC Major-Road Volume(one direction),vehlh AM Peak 0 PM Peak O "jr]NG, INC. Tanner Creek Subdivision Meridian, Idaho ACHD Right-turn Lane Guideline for Two-Lane Roadways 2026 Total Traffic With Off-Site Traffic Speed Right-Turn Major Road Limit Peak Volume Volume Meet Intersection Approach (mph) Hour (vph) (vph) Warrant? O Gander Drive NB 35 AM 1 163 No* & Linder Road PM 1 176 No* O Corproate Drive WB 25 AM 45 94 No &Waltman Lane PM 62 226 No O Kearney Avenue EB 25 AM 0 1 No* &Waltman Lane PM 0 5 No* O Multifamily Access EB 25 AM 5 192 No* &Waltman Lane I I PM 17 159 No *Off Graph and Below Trendline - Not Warranted jor-Roadspeed < 40 m-,h 160 kn•.h' 45 mph 70 km-,'h Add RightJ1.n Lan= t L` S a 50 m l 0 kn th; 2 a O 5-5mp a_ 40 kn,; O 60c 2c_ aoc lccc Major-Road Volume(one direcvon),ven;h AM Peak 1O PM Peak 1O "jr]NG, INC. Tanner Creek Subdivision Meridian, Idaho ACHD Right-turn Lane Guideline for Two-Lane Roadways 2026 Total Traffic Without Off-Site Traffic Speed Right-Turn Major Road Limit Peak Volume Volume Meet Intersection Approach (mph) Hour (vph) (vph) Warrant? O Gander Drive NB 35 AM 1 163 No* & Linder Road PM 1 176 No* O Corproate Drive WB 25 AM 16 65 No &Waltman Lane PM 10 174 No O Kearney Avenue EB 25 AM 0 1 No* &Waltman Lane PM 0 5 No* O Multifamily Access EB 25 AM 5 146 No* &Waltman Lane I I PM 17 116 No *Off Graph and Below Trendline - Not Warranted speed 4C,ri-n :0 kn• h' 45 mph 70 kn,h A,_Id :Ri,;jht-Tt.r w Sri- r Ly S 4 E B 50 rn h 80 kn ;h a a a. 55 mp 90 kn•; aoc 2c_ Ac I'=-- Major-Road Volume(one direcuon),vehlh AM Peak O PM Peak O CR ENGINT W G,INC. Tanner Creek Subdivision Meridian, Idaho ACHD Left-Turn Lane Guidelines for Two-Lane Roads, 40 mph or Less 2022 Existing Traffic Speed Advancing Opposing Limit Peak Volume Volume Left-Turn Meet Intersection Approach (mph) Hour (vph) (vph) Volume (%) Warrant? O Gander Drive SB 35 AM 176 151 6.8% == & Linder Road PM 169 163 16.0% Add Left-TL r i_i Lane L L C� W _j 400 O Of C y 300 No Left-tun Lane c 0 1C0 200 300 40C Advancing Volume(VA), veh/h AM Peak O PM Peak O "jr]NG, INC. Tanner Creek Subdivision Meridian, Idaho ACHD Left-Turn Lane Guidelines for Two-Lane Roads, 40 mph or Less 2026 Background Traffic With Off-Site Traffic Speed Advancing Opposing Limit Peak Volume Volume Left-Turn Meet Intersection Approach (mph) Hour (vph) (vph) Volume (%) Warrant? O Gander Drive SB 35 AM 190 163 6.3% No & Linder Road PM 181 176 14.9% No OCorproate Drive EB 25 AM 1 30 0.0% No* &Waltman Lane I I PM 5 58 0.0% No* * Left-Turn Volume Less Than 10 vph - Not Warranted C Add Left-Tu rn Lane e7C t t Q 53C 0 c O Q: C O 1 2 No Left-tun Lane 0 1 1 IDC C J ZX. 3CD -C= 5CJ _ Advancing Volume (V.). veh/h AM Peak O PM Peak O "jr]NG, INC. Tanner Creek Subdivision Meridian, Idaho ACHD Left-Turn Lane Guidelines for Two-Lane Roads, 40 mph or Less 2026 Background Traffic Without Off-Site Traffic Speed Advancing Opposing Limit Peak Volume Volume Left-Turn Meet Intersection Approach (mph) Hour (vph) (vph) Volume (%) Warrant? O Gander Drive SB 35 AM 190 163 6.3% No & Linder Road PM 181 176 14.9% No OCorproate Drive EB 25 AM 1 1 0.0% No* &Waltman Lane I I PM 5 6 0.0% No* * Left-Turn Volume Less Than 10 vph - Not Warranted C Add Left-Tu rn Lane e7C t t Q 53C 0 c O Q: C O 1 2 No Left-tun Lane O _DC __ \\ \ \1 \ - 1 1 IDC c J ZX. 3CD -C= 5CJ _ Advancing Volume (V.). veh/h AM Peak O PM Peak O "jr]NG, INC. Tanner Creek Subdivision Meridian, Idaho ACHD Left-Turn Lane Guidelines for Two-Lane Roads, 40 mph or Less 2026 Total Traffic With Off-Site Traffic Speed Advancing Opposing Limit Peak Volume Volume Left-Turn Meet Intersection Approach (mph) Hour (vph) (vph) Volume (%) Warrant? O Gander Drive SB 35 AM 189 163 5.9% No & Linder Road PM 177 176 13.0% No OCorproate Drive EB 25 AM 1 30 0.0% No* &Waltman Lane PM 5 58 0.0% No* OKearney Avenue W B 25 AM 52 1 98.1% No &Waltman Lane PM 175 5 96.6% No OMultifamily Access WB 25 AM 97 192 20.6% No &Waltman Lane PM 281 159 23.1% No * Left-Turn Volume Less Than 10 vph - Not Warranted Add Left-TU rn __- Lane d a]C 0 rn c oN 3]C a No Left-tun Lane Irl _]c 4 1 1 4 - 3 3 -]e Advancing Volume (V,). veh/h AM Peak O PM Peak O "jr]NG, INC. Tanner Creek Subdivision Meridian, Idaho ACHD Left-Turn Lane Guidelines for Two-Lane Roads, 40 mph or Less 2026 Total Traffic Without Off-Site Traffic Speed Advancing Opposing Limit Peak Volume Volume Left-Turn Meet Intersection Approach (mph) Hour (vph) (vph) Volume (%) Warrant? O Gander Drive SB 35 AM 189 163 5.9% No & Linder Road PM 177 176 13.0% No OCorproate Drive EB 25 AM 1 1 0.0% No* &Waltman Lane PM 5 6 0.0% No* OKearney Avenue W B 25 AM 52 1 98.1% No &Waltman Lane PM 175 5 96.6% No OMultifamily Access WB 25 AM 69 146 29.0% No &Waltman Lane PM 229 116 28.4% No * Left-Turn Volume Less Than 10 vph - Not Warranted Add Left-TU rn __- Lane d a]C 0 rn c oN 3]C a No Left-tun Lane Irl =]c O1 4 - 3 3 Advancing Volume (V,). veh/h AM Peak O PM Peak O j ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho APPENDIX I: OFF-SITE TRAFFIC June 2022 I _®® I O .................... L� - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 11 IL - - - - - - - - - - - - - - - - - - WALTMAN LANE - 00 - - - - - 1 - - - - - 1 I0 ®m I Q I IrF7n � o�0 0 I � I0 z PROJECT LU Q �J LOCATION LOT 3 0 ±1.31 AC , oc LU r PAD 1 1 I a 1- - - - M 177 z 1 0 0 w w LOT 1 - I I ±8.67 AC =1 I TT - I RETAIL 1 VICINITY MAP 1 1 NOT TO SCALE I I I 1 I 1 PROJECT SUMMARY rM EZM SITE DATA 1 PARCEL NUMBER(S): S1213417006, S1213417261, S1213417480, L S1213417521, S1213417281, S1213417300, I I I ±0 67 AC ' I S1213417650, S1213417680, S1 21 341 7699 & I I I ❑ I I S1213417707 PAD 2 T I PROJECT AREA: ±28.89 ACRES TOTAL NUMBER OF LOTS: 8 1'9 1'9�'9 N'9 [9 N'9 (REFER TO PROJECT BREAKDOWN TABLE BELOW) _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ I I CURRENT ZONING: C-G (GENERAL RETAIL AND SERVICE COMMERCIAL) I CITY OF MERIDIAN _ - 1 0 RUT (RURAL URBAN TRANSITION) - ADA COUNTY & 1 0 '�' 'g a 'a 'b a `" U CITY OF MERIDIANR1 (ESTATE RESIDENTIAL) - ADA COUNTY I 0 PROPOSED ZONING: C-G (GENERAL RETAIL AND SERVICE COMMERCIAL)_- 1 I 0 1 0 _ = Q ] Im = (] ] ADA COUNTY SETBACK REQUIREMENTS rr ® ®® I FRONT YARD: XX' REAR YARD: XX' U U LOT 5 I INTERIOR SIDE YARD: X' ±1.00 AC STREET SIDE YARD: XX' LOT 6 1 I LANDSCAPE BUFFER: XX' I 1 � ±1.5 UTILITIES AC LOT 2 1 PAD 3 WATER: CITY OF MERIDIAN + I SEWER: CITY OF MERIDIAN VACANT LOT _2.85 AC (GROSS) 1 POWER: IDAHO POWER (SCA ±1.21 AC) 1 I NATURAL GAS: INTERMOUNTAIN GAS CO. ±1.64 AC (NET) TELEPHONE: CENTURYLINK 1 .� � � I 1 I 23,000 SF 1 I PROJECT TEAM 1 PROPERTY OWNER DEVELOPER 1 NAME: GRH MERIDIAN 1-84 LLC z POCKET PARK, DOG PARK, PLAZA 1 CONTACT: COLBY HALKER, DEVELOPMENT PARTNER AREA W/ GAZEBO & BENCHES 1 ' I ADDRESS: 855 W. BROAD STREET, STE 300 Q CITY/STATE/ZIP: BOISE, IDAHO 83702 I I PHONE: 208.908.5511 - ® I EMAIL: chalker@hcollc.com w 1 ®®®� ENGINEERING CITY OF MERIDIAN ®®® NAME. KM ENGINEERING,1 LF CONTACT: KELLY KEHRER, P.E.E., P.L.S. _ ADDRESS: 5725 N. DISCOVERY WAY ADA COUNTY - - - - - - CITY/STATE/ZIP: BOISE, IDAHO 83713 PHONE: 208.639.6939 EMAIL: kelly©kmengllp.com O / I LU = - - - - - - - - / / Q z LEGEND 0 1 1 PROJECT BOUNDARY O 1 1 I PROPOSED LOT LINES z 1 I I CITY / COUNTY LIMIT LINE Q - I 1 Q 0 - - PEDESTRIAN PATHWAY 0 I= I 1 1 DC L1J SHARED COST AREA (SCA) z 1 1 � Q LOT 7 1 l 0 PYLON SIGN LOCATION Q I � � - ±6.56 AC (GROSS) Q'� '� '� `�(SCA ±0.40 AC) I O � VRT (FUTURE BUS STOP) LU 1 1 �� cc i - - - - - - - - - - - z G ±6.16AC (NET) - - - - - - - - Q 1 - RETAIL 2 1 PLAZA AREA / OPEN SPACE WITH 1 GAZEBO & BENCHES I Lu 00 I 1 LOT 8 1 ±6.30 AC (GROSS) 7_7�� (SCA ±0.43 AC) � 1 ±5.87 AC (NET) I 1 I V OFFICE 1 I 16 0.6 U L--./ Ili I I I I I U I I I I I U 1 I I PROJECT BREAKDOWN - - - - - - LOT# Building Building (SF) Parking Ratio Parking Parking Parking Ratio Parking Lot LJ2 (City Code) Req'd Provided (Retail 1 Stds.) Req'd Acreage i / 1 Retail 130,540 1/500 261 512 1/250 522 ±8.67 2 23,000 Bldg. 23,000 1/500 46 49 1/250 92 ±2.85 a 3 Pad 1 5,660 1/250 23 44 15/1000 85 ±1.31 4 Pad 2 4,058 1/250 16 19 10/1000 41 ±0.67 5 Pad 3 3,444 1/250 14 25 10/1000 34 ±1.00 _ 6 Vacant Lot ±1.53 a N N N SUB-TOTAL 166,702 360 649 774 ±16.03 a I _ - 0 Parking Ratio Parking Parking Parking Ratio Parking Lot N LOT# Building Building (SF) (City Code) Req'd Provided (Retail 1 Stds.) Req'd Acreage N N _ a 7 Retail 80,500 1/500 161 240 1/250 322 ±6.56 a a 8 Office 80,000 1/500 160 435 1/250 320 ±6.30 E N G I N E E RI N G p ON 5725 NORTH DISCOVERY WAY 4 WESTBOUN SUB-TOTAL 160,500 321 675 642 ±12.86 BOISE, IDAHO 83713 o I O PHONE(208)639-6939 g TOTAL ^' 327,202 ^' 681 1,324 ^' 1,416 ±28.89 kmengllp.com a 10 DESIGN BY: TA 10 City Code Requirements DRAWN BY: A N g Commercial: One (1) space for every five hundred (500) square feet of gross floor area. (11-3C-6) CHECKED BY: KSK Restaurants: One (1) space for every two hundred fifty (250) square feet of gross floor area. (11-4-3-49) DATE: 11/29/2021 1 -84 / MERIDIAN ROAD - CONCEPTUAL SITE PLAN PROJECT: 20-176 Retail 1 Parking Standards SHEET N0. 0 50 100 150 Retail: 4.0 spaces/ 1,000 SF of Building Area Restaurants: 10.0 Spaces/ 1,000 SF of Building Area (Less than 5,000 SF) C1. 1 Plan Scale: 1 = 50 15.0 Spaces/ 1,000 SF of Building Area (5,000 SF, but less than 7,000 SF) 0 N a 4 8 Waltman/ Meridian/ Main/Central Waltman/Corporate EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR EBL EBT WBT WBR SBL SBR Primary Enter Trips AM 0 0 0 0 23 0 273 0 0 0 0 0 114 0 0 0 0 46 0 PM 0 0 0 0 22 0 259 0 0 0 0 0 108 0 0 0 0 43 0 Primary Exit Trips AM 71 14 171 0 0 0 0 0 0 0 0 0 0 0 0 0 29 0 0 PM 130 26 311 0 0 0 0 0 0 0 0 0 0 0 0 0 52 0 0 Pass-By Enter AM 0 0 0 0 0 0 39 -39 0 0 0 -38 38 0 0 0 0 0 0 PM 0 0 0 0 0 0 123 -123 0 0 0 -139 139 0 0 0 0 0 0 Pass-By Exit AM 38 0 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PM 125 0 141 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IWaltman/ Meridian/ Main/Central I Waltman /Corporate EBL EBT EBR WBL WBT WBR NBL NBT NBR SBU SBL SBT SBR EBL EBT WBT WBR SBL SBR Net Trip assignment AM 109 14 207 0 23 0 312 -39 0 0 0 -38 152 0 0 0 29 46 0 PM 255 26 452 0 22 0 382 -123 0 0 0 -139 247 0 0 0 52 43 0 Land Use Square AM Peak Hour PM Peak Hour Daily Land Use Code Footage o Enter Exit Total U Enter Exit Total Daily Daily (ksf) Rate Enter /o Trips Trips Trips Rate Enter /o Trips Trips Trips rate Trips Retail 813 266.28 1.85 56% 276 217 493 4.33 49% 565 588 1153 50.7 13,500 Shops 820 27.26 * 62% 102 63 165 * 48% 100 108 208 * 2,484 Fast-Food 934 7.5 40.19 51% 154 148 302 32.67 52% 127 118 245 470.95 3,533 Office 710 80 * 86% 87 15 102 * 16% 15 77 92 * 855 Internal Capture -14% -19% -16% -14% -12% -13% -15% 0/0 Internal Capture -87 -84 -171 -113 -107 -220 -2954 Subtotal Retail 813 - 0% 0% 0 0 0 -29% 49% -164 -170 -334 -29% -3,915 Pass-By Shops 820 - 0% 0% 0 0 0 -34% 48% -34 -37 -71 -34% -845 Pass-By Fast-Food 934 - -50% 51% -77 -74 -151 -50% 52% -64 -59 -123 -50% -1,767 Pass-By Pass-By -77 -74 -151 -262 -266 -528 -6527 Subtotal Primary 455 285 740 432 518 950 10,891 Trips Meridian Interchange Commercial Build-Out Off-Site Traffic March 2022 Data 2025 Offsite AM Peak Hour Traffic 1 Gander Dr&Linder Rd 2 Corporate Dr&Waltman Ln 3 Waltman 1 Central&Meridian Rd 0 0 0 46 152 -38 0 �0 0 29 109 J �0 0 0 14 23 0 207 � C 0 t r"r V—) t r- 0 0 312 -39 0 4 Kearney Ave&Waltman Ln 50 Multifamily Access&Waltman Ln 6 Ruddy Dr Connection 0 0 46 28 0 0 0 ; �0 0 ; �0 0 0 0 0 2025 Offsite PM Peak Hour Traffic 1 Gander Dr&Linder Rd 2 Corporate Dr&Waltman Ln 3 Waltman 1 Central&Meridian Rd 0 0 0 43 247 -139 0 �0 0 52 255 J �0 0 0 26 22 0 452 � r 0 t rp,r V—) t r- 0 0 382 -123 0 4 Kearney Ave&Waltman Ln 50 Multifamily Access&Waltman Ln 6 Ruddy Dr Connection 0 0 43 —► 52 0 IN 14 0 0 � �0 0 � �0 0 0 0 0 ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho APPENDIX J: SHOULDER HOUR VOLUMES + CAPACITY ANALYSIS REPORTS June 2022 J Tanner Creek Subdivision-Meridian, Idaho qq ENGRING,I1VC. Traffic Impact Study Update-June 2022 Peak Hour Roadway Segment 2022 Existing 2030 Background Site-Generated Trips 2030 Total %Site Traffic AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak AM PM Average Waltman Lane-West of Meridian EB 3 11 334 746 102 66 511 862 20.0% 7.7% 12.2% Waltman Lane-West of Meridian WB 3 15 490 668 33 109 549 863 6.0% 12.6% 10.1% Shoulder Hour Segment Analysis 2022 Existing 2026 Background Site-Generated Trips Waltman Lane-West of Meridian Road EB WB EB WB EB(Out) WB(In) 6:00-7:00 AM (AM Shoulder-1) 3 5 141 209 69 15 7:00-8:00 AM(AM Peak Period 1) 20 8 352 496 115 26 8:00-9:00 AM(AM Peak Period 2) 8 8 339 496 91 36 9:00-10:00 AM(AM Shoulder+1) 20 8 452 643 57 33 3:00-4:00 PM (PM Shoulder-1) 7 8 703 626 59 81 4:00-5:00 PM(PM Peak Period 1) 7 7 741 659 65 109 5:00-6:00 PM(PM Peak Period 2) 11 19 745 672 79 118 6:00-7:00 PM(PM Shoulder+1) 11 19 651 588 69 100 1.08 Growth Factor Shoulder Hour Site Traffic Estimates ITE LU 210 ITE LU 215 ITE LU 220 72% E of Site ADT/2= 425 ADT/2= 146 ADT/2= 909 Site Trips Hourly Period In Out In Out In Out In Out 6:00-7:00 AM (AM Shoulder-1) 1.6% 5.8% 1.1% 5.8% 1.4% 6.9% 14.8 69.1 7:00-8:00 AM(AM Peak Period 1) 3.1% 10.0% 2.7% 13.2% 2.0% 10.8% 25.5 115.1 8:00-9:00 AM(AM Peak Period 2) 3.8% 8.5% 3.8% 9.3% 3.1% 8.5% 36.1 91.2 9:00-10:00 AM(AM Shoulder+1) 3.3% 5.8% 3.7% 6.9% 2.9% 4.9% 32.8 56.9 3:00-4:00 PM (PM Shoulder-1) 8.7% 6.2% 8.2% 4.8% 6.9% 5.3% 80.6 58.9 4:00-5:00 PM(PM Peak Period 1) 10.5% 7.4% 9.8% 5.1% 10.1% 5.6% 108.7 64.9 5:00-6:00 PM(PM Peak Period 2) 10.0% 7.3% 12.1% 6.8% 11.4% 7.6% 118.1 79.1 6:00-7:00 PM(PM Shoulder+1) 8.5% 5.9% 9.8% 6.6% 9.7% 6.7% 100.1 68.6 HCM 6th Signalized Intersection Summary 2026 Background 2: Meridian Rd & Waltman Ln/Central Dr 6-7 AM Shoulder Hour --I. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 47 6 87 124 10 56 130 1231 231 56 1173 65 Future Volume(veh/h) 47 6 87 124 10 56 130 1231 231 56 1173 65 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 52 7 97 138 11 62 144 1368 257 62 1303 72 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,veh/h 247 134 118 193 105 89 163 2786 900 78 2607 809 Arrive On Green 0.08 0.08 0.08 0.06 0.06 0.06 0.19 1.00 1.00 0.05 0.54 0.54 Sat Flow,vehlh 3274 1772 1562 3274 1772 1502 1688 4837 1562 1688 4837 1502 Grp Volume(v),veh/h 52 7 97 138 11 62 144 1368 257 62 1303 72 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1502 1688 1612 1562 1688 1612 1502 Q Serve(g_s),s 2.2 0.6 9.2 6.2 0.9 6.1 12.4 0.0 0.0 5.5 25.5 3.5 Cycle Q Clear(g_c),s 2.2 0.6 9.2 6.2 0.9 6.1 12.4 0.0 0.0 5.5 25.5 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 247 134 118 193 105 89 163 2786 900 78 2607 809 V/C Ratio(X) 0.21 0.05 0.82 0.71 0.11 0.70 0.88 0.49 0.29 0.79 0.50 0.09 Avail Cap(c_a),veh/h 327 177 156 567 307 260 203 2786 900 146 2607 809 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.37 0.37 0.37 1.00 1.00 1.00 Uniform Delay(d),s/veh 65.2 64.4 68.4 69.3 66.8 69.3 59.7 0.0 0.0 70.8 21.8 16.8 Incr Delay(d2),s/veh 0.3 0.1 20.6 3.6 0.3 7.2 11.8 0.2 0.3 12.6 0.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 1.7 0.5 7.8 4.9 0.7 4.5 7.6 0.1 0.1 4.7 14.9 2.3 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 65.5 64.5 89.0 72.9 67.1 76.4 71.4 0.2 0.3 83.4 22.5 17.0 LnGrp LOS E E F E E E E A A F C B Approach Vol,veh/h 156 211 1769 1437 Approach Delay,s/veh 80.1 73.7 6.0 24.9 Approach LOS F E A C Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 18.9 22.5 87.3 21.3 16.9 92.9 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 26.0 18.0 56.5 15.0 13.0 59.5 Max Q Clear Time(g_c+11),s 8.2 14.4 27.5 11.2 7.5 2.0 Green Ext Time(p-c),s 0.6 0.1 20.4 0.1 0.0 35.2 Intersection Summary HCM 6th Ctrl Delay 20.8 HCM 6th LOS C Notes User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM2000 Intersection v/c 2026 Background 2: Meridian Rd & Waltman Ln/Central Dr 6-7 AM Shoulder Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 47 6 87 124 10 56 130 1231 231 56 1173 65 Future Volume(vph) 47 6 87 124 10 56 130 1231 231 56 1173 65 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1706 1700 3144 1706 1450 1621 4818 1700 1676 4818 1500 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1706 1700 3144 1706 1450 1621 4818 1700 1676 4818 1500 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 52 7 97 138 11 62 144 1368 257 62 1303 72 RTOR Reduction(vph) 0 0 89 0 0 56 0 0 107 0 0 33 Lane Group Flow(vph) 52 7 8 138 11 6 144 1368 150 62 1303 39 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 7.8 7.8 7.8 11.5 11.5 11.5 17.6 85.0 85.0 9.2 78.6 78.6 Effective Green,g(s) 11.8 11.8 11.8 15.5 15.5 15.5 21.6 87.5 87.5 13.2 81.1 81.1 Actuated g/C Ratio 0.08 0.08 0.08 0.10 0.10 0.10 0.14 0.58 0.58 0.09 0.54 0.54 Clearance Time(s) 10.0 10.0 10.0 10.0 10.0 10.0 8.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 2.0 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 255 134 133 324 176 149 233 2810 991 147 2604 811 v/s Ratio Prot c0.02 0.00 c0.04 0.01 c0.09 c0.28 0.04 0.27 v/s Ratio Perm 0.00 0.00 0.09 0.03 v/c Ratio 0.20 0.05 0.06 0.43 0.06 0.04 0.62 0.49 0.15 0.42 0.50 0.05 Uniform Delay,dl 64.7 63.9 64.0 63.1 60.7 60.6 60.3 18.2 14.3 64.8 21.7 16.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.17 0.73 0.12 1.00 1.00 1.00 Incremental Delay,d2 0.3 0.1 0.1 0.7 0.1 0.1 1.6 0.3 0.2 1.4 0.7 0.1 Delay(s) 65.0 64.0 64.1 63.7 60.8 60.7 72.3 13.6 1.8 66.2 22.4 16.4 Level of Service E E E E E E E B A E C B Approach Delay(s) 64.4 62.7 16.7 24.0 Approach LOS E E B C Intersection Summary HCM 2000 Control Delay 24.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.49 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 54.7% ICU Level of Service A Analysis Period(min) 15 Description:Shoulder Hour Volume Estimate Using MIC Methodologies c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary 2026 Background 3: Meridian Rd & Waltman Ln/Central Dr 9-10 AM Shoulder Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 144 18 271 124 30 56 407 1196 231 53 1139 200 Future Volume(veh/h) 144 18 271 124 30 56 407 1196 231 53 1139 200 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 160 20 301 138 33 62 452 1329 231 59 1266 222 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 1.00 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap,veh/h 327 177 156 196 106 90 203 2674 863 74 2372 736 Arrive On Green 0.10 0.10 0.10 0.06 0.06 0.06 0.16 0.74 0.74 0.04 0.49 0.49 Sat Flow,vehlh 3274 1772 1562 3274 1772 1502 1688 4837 1562 1688 4837 1502 Grp Volume(v),veh/h 160 20 301 138 33 62 452 1329 231 59 1266 222 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1502 1688 1612 1562 1688 1612 1502 Q Serve(g_s),s 6.9 1.5 15.0 6.2 2.7 6.1 18.0 17.2 7.3 5.2 27.1 13.3 Cycle Q Clear(g_c),s 6.9 1.5 15.0 6.2 2.7 6.1 18.0 17.2 7.3 5.2 27.1 13.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 327 177 156 196 106 90 203 2674 863 74 2372 736 V/C Ratio(X) 0.49 0.11 1.93 0.71 0.31 0.69 2.23 0.50 0.27 0.79 0.53 0.30 Avail Cap(c_a),veh/h 327 177 156 567 307 260 203 2674 863 146 2372 736 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.37 0.37 0.37 1.00 1.00 1.00 Uniform Delay(d),s/veh 63.9 61.4 67.5 69.2 67.6 69.2 63.0 11.2 9.8 71.0 26.4 22.9 Incr Delay(d2),s/veh 0.8 0.2 440.0 3.4 1.2 6.9 560.3 0.2 0.3 13.0 0.9 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 5.3 1.3 39.9 4.9 2.3 4.5 57.1 7.1 3.9 4.5 15.9 8.6 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 64.7 61.7 507.5 72.7 68.8 76.0 623.3 11.4 10.1 84.0 27.3 23.9 LnGrp LOS E E F E E E F B B F C C Approach Vol,veh/h 481 233 2012 1547 Approach Delay,s/veh 341.7 73.0 148.7 28.9 Approach LOS F E F C Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 19.0 26.0 80.0 25.0 16.6 89.4 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 26.0 18.0 56.5 15.0 13.0 59.5 Max Q Clear Time(g_c+11),s 8.2 20.0 29.1 17.0 7.2 19.2 Green Ext Time(p-c),s 0.8 0.0 19.6 0.0 0.0 27.0 Intersection Summary HCM 6th Ctrl Delay 123.0 HCM 6th LOS F Notes User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM2000 Intersection v/c 2026 Background 3: Meridian Rd & Waltman Ln/Central Dr 9-10 AM Shoulder Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 144 18 271 124 30 56 407 1196 231 53 1139 200 Future Volume(vph) 144 18 271 124 30 56 407 1196 231 53 1139 200 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1706 1700 3144 1706 1450 1621 4818 1700 1676 4818 1500 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1706 1700 3144 1706 1450 1621 4818 1700 1676 4818 1500 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 1.00 0.90 0.90 0.90 Adj. Flow(vph) 160 20 301 138 33 62 452 1329 231 59 1266 222 RTOR Reduction(vph) 0 0 246 0 0 56 0 0 105 0 0 119 Lane Group Flow(vph) 160 20 55 138 33 6 452 1329 126 59 1266 103 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 13.5 13.5 13.5 11.5 11.5 11.5 34.0 79.5 79.5 9.0 56.5 56.5 Effective Green,g(s) 17.5 17.5 17.5 15.5 15.5 15.5 38.0 82.0 82.0 13.0 59.0 59.0 Actuated g/C Ratio 0.12 0.12 0.12 0.10 0.10 0.10 0.25 0.55 0.55 0.09 0.39 0.39 Clearance Time(s) 10.0 10.0 10.0 10.0 10.0 10.0 8.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 2.0 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 379 199 198 324 176 149 410 2633 929 145 1895 590 v/s Ratio Prot c0.05 0.01 c0.04 0.02 c0.28 0.28 0.04 c0.26 v/s Ratio Perm 0.03 0.00 0.07 0.07 v/c Ratio 0.42 0.10 0.28 0.43 0.19 0.04 1.10 0.50 0.14 0.41 0.67 0.17 Uniform Delay,dl 61.6 59.2 60.5 63.1 61.5 60.6 56.0 21.3 16.7 64.9 37.4 29.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.77 0.27 1.00 1.00 1.00 Incremental Delay,d2 0.6 0.2 0.6 0.7 0.4 0.1 62.3 0.3 0.1 1.4 1.9 0.6 Delay(s) 62.1 59.4 61.1 63.7 61.9 60.7 117.0 16.7 4.6 66.2 39.3 30.3 Level of Service E E E E E E F B A E D C Approach Delay(s) 61.3 62.7 37.9 39.1 Approach LOS E E D D Intersection Summary HCM 2000 Control Delay 42.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 69.7% ICU Level of Service C Analysis Period(min) 15 Description: PM Peak Hour Count Date: Unavailable for new configuration c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary 2026 Background 3: Meridian Rd & Waltman Ln/Central Dr 3-4 PM Shoulder Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 247 26 434 438 24 158 369 1603 306 152 1545 238 Future Volume(veh/h) 247 26 434 438 24 158 369 1603 306 152 1545 238 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 274 29 482 487 27 176 410 1781 340 169 1717 264 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,veh/h 218 118 104 546 296 250 248 2047 661 169 1886 584 Arrive On Green 0.07 0.07 0.07 0.17 0.17 0.17 0.05 0.14 0.14 0.10 0.39 0.39 Sat Flow,vehlh 3274 1772 1562 3274 1772 1499 1688 4837 1562 1688 4837 1498 Grp Volume(v),veh/h 274 29 482 487 27 176 410 1781 340 169 1717 264 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1499 1688 1612 1562 1688 1612 1498 Q Serve(g_s),s 10.0 2.3 10.0 21.8 1.9 16.6 22.0 54.1 30.3 15.0 50.4 19.6 Cycle Q Clear(g_c),s 10.0 2.3 10.0 21.8 1.9 16.6 22.0 54.1 30.3 15.0 50.4 19.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 218 118 104 546 296 250 248 2047 661 169 1886 584 V/C Ratio(X) 1.26 0.25 4.63 0.89 0.09 0.70 1.66 0.87 0.51 1.00 0.91 0.45 Avail Cap(c_a),veh/h 218 118 104 611 331 280 248 2047 661 169 1886 584 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.61 0.61 0.61 1.00 1.00 1.00 Uniform Delay(d),s/veh 70.0 66.4 70.0 61.2 52.9 59.0 71.4 60.5 50.2 67.5 43.3 33.9 Incr Delay(d2),s/veh 146.7 0.8 1655.1 13.9 0.1 6.2 306.2 3.4 1.7 69.7 8.1 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 14.5 2.0 78.0 15.5 1.6 11.0 46.4 30.5 17.7 14.8 28.8 12.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 216.7 67.2 1725.1 75.0 53.0 65.1 377.6 63.9 52.0 137.2 51.4 36.4 LnGrp LOS F E F E D E F E D F D D Approach Vol,veh/h 785 690 2531 2150 Approach Delay,s/veh 1137.3 71.7 113.1 56.3 Approach LOS F E F E Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 35.0 30.0 65.0 20.0 25.0 70.0 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 28.0 22.0 55.5 10.0 15.0 60.5 Max Q Clear Time(g_c+11),s 23.8 24.0 52.4 12.0 17.0 56.1 Green Ext Time(p-c),s 1.2 0.0 3.0 0.0 0.0 4.3 Intersection Summary HCM 6th Ctrl Delay 219.2 HCM 6th LOS F Notes User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM2000 Intersection v/c 2026 Background 3: Meridian Rd & Waltman Ln/Central Dr 3-4 PM Shoulder Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 247 26 434 438 24 158 369 1603 306 152 1545 238 Future Volume(vph) 247 26 434 438 24 158 369 1603 306 152 1545 238 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1706 1700 3144 1706 1430 1621 4818 1700 1676 4818 1463 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1706 1700 3144 1706 1430 1621 4818 1700 1676 4818 1463 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 274 29 482 487 27 176 410 1781 340 169 1717 264 RTOR Reduction(vph) 0 0 163 0 0 140 0 0 197 0 0 120 Lane Group Flow(vph) 274 29 319 487 27 36 410 1781 143 169 1717 144 Confl. Peds. (#/hr) 1 2 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 11.7 11.7 11.7 26.3 26.3 26.3 22.0 60.8 60.8 14.7 55.5 55.5 Effective Green,g(s) 15.7 15.7 15.7 30.3 30.3 30.3 26.0 63.3 63.3 18.7 58.0 58.0 Actuated g/C Ratio 0.10 0.10 0.10 0.20 0.20 0.20 0.17 0.42 0.42 0.12 0.39 0.39 Clearance Time(s) 10.0 10.0 10.0 10.0 10.0 10.0 8.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 2.0 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 340 178 177 635 344 288 280 2033 717 208 1862 565 v/s Ratio Prot 0.08 0.02 c0.15 0.02 c0.25 0.37 0.10 c0.36 vls Ratio Perm c0.19 0.02 0.08 0.10 v/c Ratio 0.81 0.16 1.80 0.77 0.08 0.12 1.46 0.88 0.20 0.81 0.92 0.25 Uniform Delay,dl 65.7 61.2 67.2 56.5 48.5 49.0 62.0 39.8 27.4 63.9 43.8 31.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.19 3.50 1.00 1.00 1.00 Incremental Delay,d2 12.7 0.3 382.7 5.3 0.1 0.1 223.2 4.4 0.5 20.5 9.1 1.1 Delay(s) 78.3 61.5 449.8 61.8 48.6 49.1 287.1 51.5 96.3 84.4 52.9 32.4 Level of Service E E F E D D F D F F D C Approach Delay(s) 305.8 58.1 95.7 52.9 Approach LOS F E F D Intersection Summary HCM 2000 Control Delay 103.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.12 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 86.4% ICU Level of Service E Analysis Period(min) 15 Description: PM Peak Hour Count Date: Unavailable for new configuration c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM 6th Signalized Intersection Summary 2026 Background 3: Meridian Rd & Waltman Ln/Central Dr 6-7 PM Shoulder Hour -*--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(veh/h) 227 24 399 438 22 158 340 1613 306 152 1556 219 Future Volume(veh/h) 227 24 399 438 22 158 340 1613 306 152 1556 219 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,vehlh/In 1772 1772 1843 1772 1772 1772 1772 1772 1843 1772 1772 1772 Adj Flow Rate,veh/h 252 27 443 487 24 176 378 1792 340 169 1729 243 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,veh/h 218 118 104 546 296 250 248 2047 661 169 1886 584 Arrive On Green 0.07 0.07 0.07 0.17 0.17 0.17 0.05 0.14 0.14 0.10 0.39 0.39 Sat Flow,vehlh 3274 1772 1562 3274 1772 1499 1688 4837 1562 1688 4837 1498 Grp Volume(v),veh/h 252 27 443 487 24 176 378 1792 340 169 1729 243 Grp Sat Flow(s),vehlh/In 1637 1772 1562 1637 1772 1499 1688 1612 1562 1688 1612 1498 Q Serve(g_s),s 10.0 2.2 10.0 21.8 1.7 16.6 22.0 54.5 30.3 15.0 50.9 17.7 Cycle Q Clear(g_c),s 10.0 2.2 10.0 21.8 1.7 16.6 22.0 54.5 30.3 15.0 50.9 17.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c),veh/h 218 118 104 546 296 250 248 2047 661 169 1886 584 V/C Ratio(X) 1.15 0.23 4.25 0.89 0.08 0.70 1.53 0.88 0.51 1.00 0.92 0.42 Avail Cap(c_a),veh/h 218 118 104 611 331 280 248 2047 661 169 1886 584 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.61 0.61 0.61 1.00 1.00 1.00 Uniform Delay(d),s/veh 70.0 66.3 70.0 61.2 52.8 59.0 71.4 60.7 50.2 67.5 43.5 33.3 Incr Delay(d2),s/veh 108.9 0.7 1487.0 13.9 0.1 6.2 249.5 3.5 1.7 69.7 8.6 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 12.6 1.8 71.2 15.5 1.4 11.0 40.2 30.7 17.7 14.8 29.1 11.1 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 178.9 67.1 1557.0 75.1 52.9 65.2 320.8 64.2 52.0 137.2 52.0 35.5 LnGrp LOS F E F E D E F E D F D D Approach Vol,veh/h 722 687 2510 2141 Approach Delay,s/veh 1020.3 71.8 101.2 56.9 Approach LOS F E F E Timer-Assigned Phs 2 3 4 6 7 8 Phs Duration(G+Y+Rc),s 35.0 30.0 65.0 20.0 25.0 70.0 Change Period (Y+Rc),s 10.0 8.0 6.5 10.0 10.0 6.5 Max Green Setting(Gmax),s 28.0 22.0 55.5 10.0 15.0 60.5 Max Q Clear Time(g_c+11),s 23.8 24.0 52.9 12.0 17.0 56.5 Green Ext Time(p-c),s 1.2 0.0 2.5 0.0 0.0 3.9 Intersection Summary HCM 6th Ctrl Delay 191.7 HCM 6th LOS F Notes User approved ignoring U-Turning movement. Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. HCM2000 Intersection v/c 2026 Background 3: Meridian Rd & Waltman Ln/Central Dr 6-7 PM Shoulder Hour -11 --1. 4--- t t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r ) ttt r ) ttt r Traffic Volume(vph) 227 24 399 438 22 158 340 1613 306 152 1556 219 Future Volume(vph) 227 24 399 438 22 158 340 1613 306 152 1556 219 Ideal Flow(vphpl) 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 1800 Lane Width 12 11 16 11 11 11 11 12 16 12 12 12 Total Lost time(s) 6.0 6.0 6.0 6.0 6.0 6.0 4.0 4.0 4.0 6.0 4.0 4.0 Lane Util. Factor 0.97 1.00 1.00 0.97 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00 Frpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 1.00 0.98 Flpb,ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(prot) 3252 1706 1700 3144 1706 1430 1621 4818 1700 1676 4818 1463 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow(perm) 3252 1706 1700 3144 1706 1430 1621 4818 1700 1676 4818 1463 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow(vph) 252 27 443 487 24 176 378 1792 340 169 1729 243 RTOR Reduction(vph) 0 0 163 0 0 140 0 0 197 0 0 120 Lane Group Flow(vph) 252 27 280 487 24 36 378 1792 143 169 1729 123 Confl. Peds. (#/hr) 1 2 Turn Type Split NA Perm Split NA Perm Prot NA Perm Prot NA Perm Protected Phases 6 6 2 2 3 8 7 4 Permitted Phases 6 2 8 4 Actuated Green,G(s) 11.7 11.7 11.7 26.3 26.3 26.3 22.0 60.8 60.8 14.7 55.5 55.5 Effective Green,g(s) 15.7 15.7 15.7 30.3 30.3 30.3 26.0 63.3 63.3 18.7 58.0 58.0 Actuated g/C Ratio 0.10 0.10 0.10 0.20 0.20 0.20 0.17 0.42 0.42 0.12 0.39 0.39 Clearance Time(s) 10.0 10.0 10.0 10.0 10.0 10.0 8.0 6.5 6.5 10.0 6.5 6.5 Vehicle Extension(s) 2.5 2.5 2.5 2.5 2.5 2.5 2.0 3.0 3.0 2.5 3.0 3.0 Lane Grp Cap(vph) 340 178 177 635 344 288 280 2033 717 208 1862 565 v/s Ratio Prot 0.08 0.02 c0.15 0.01 c0.23 0.37 0.10 c0.36 vls Ratio Perm c0.16 0.02 0.08 0.08 v/c Ratio 0.74 0.15 1.58 0.77 0.07 0.12 1.35 0.88 0.20 0.81 0.93 0.22 Uniform Delay,dl 65.2 61.1 67.2 56.5 48.4 49.0 62.0 39.9 27.4 63.9 44.0 30.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.19 3.53 1.00 1.00 1.00 Incremental Delay,d2 8.0 0.3 287.2 5.3 0.1 0.1 174.3 4.5 0.5 20.5 9.7 0.9 Delay(s) 73.2 61.4 354.4 61.8 48.5 49.1 238.1 51.9 97.0 84.4 53.7 31.7 Level of Service E E F E D D F D F F D C Approach Delay(s) 245.3 58.1 86.1 53.6 Approach LOS F E F D Intersection Summary HCM 2000 Control Delay 90.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.07 Actuated Cycle Length(s) 150.0 Sum of lost time(s) 22.0 Intersection Capacity Utilization 84.3% ICU Level of Service E Analysis Period(min) 15 Description: PM Peak Hour Count Date: Unavailable for new configuration c Critical Lane Group Tanner Creek Subdivision-Meridian, Idaho Synchro 10 Report Traffic Impact Study-March 2022 CR Engineering, Inc. ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho APPENDIX K: SIGNAL TIMING DATAA June 2022 K .c c 4 7 L c� G Phase 1 Ped Phase 2 Ped Waltman 2 00 CO 1 a 10 Central No Ped. Phase I------------------------- s $ IACHD Standard Phasing Diagram L------------------------J 1 2 3 4 Ring 1 5 6 7 8 Ring 2 Not Used Not Used Location: Main & Meridian/Central (#256) PhasingDiagram MainAndMeridianCentralDiag ram 07082009 Rev.-05292003MB Controller Database Timing Sheet 140, Station: 256 - MERIDIAN/MAIN & CENTRAL/WALTMAN ( Standard-3/20/2020 3:06:02 PM) Type: NTCIP 61.x TS2 Ethernet Firmware: 61.04q Created By: NTDomain\mboydstu Modified By: Reviewed By: n Actions 1 2 3 4 5 6 7 1 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 Table - 1 Pattern 1 2 3 4 5 6 7 8 9 10 11 12 13 14 4 16 17 18 19 20 21 22 23 24 25 0 0 0 0 30 0 0 0 0 0 Aux 1 Aux 2 Aux 3 Special 1 Special 2 Special 3 Special 5 . Special 6 Special 7 Special 8 . . . . . . . a . . . . . . . - - I - - 256 1/19 2/8/2022 10:11:26 AM Channels Assignments 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Table - 1 PH/OLP # 1 2 3 4 5 6 7 8 9 10 11 12 2 4 2 8 6 3 5 7 0 0 0 0 Type VEH VEH VEH VEH VEH VEH VEH VEH OLP OLP OLP OLP PED PED PED PED PED PED PED PED VEH VEH VEH VEH Flash RED RED RED RED RED RED RED RED RED RED RED RED DRK DRK DRK DRK DRK DRK DRK DRK DRK DRK DRK DRK Flash 1-2 Hertz Dimming Green Dimming Yellow Dimming Red Alt Cyc + + + + + + + + + + + + + + + + + + + + + + + + COORD Value Table - 1 Operation Mode 0 Correct Mode SHRT/LNG Maximum Mode MAX INH Force Mode FIXED 256 2/19 2/8/2022 10:11:26 AM Coord Plus Value Table - 1 Mode FRC Leave Before TIMED Leave After TIMED Recycle P1256_INH Stop In Walk External Auto Reset Latch Sec Foff Coord Easy Float Yield Value 0 Coord NTCIP Yield Sign + Closed Loop Active Shortway+ Day Plan 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Table - 1 Hour 0 6 9 14 18 20 0 0 0 0 0 0 0 0 0 0 Minute 0 30 0 30 30 0 0 0 0 0 0 0 0 0 0 0 Action 10 1 2 3 2 10 0 0 0 0 0 0 0 0 0 0 Table - 2 j j j Hour 0 8 18 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 30 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 10 4 10 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 3 Hour 1 0 1 10 1 18 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 Minute 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 0 (Action 1 10 1 4 1 10 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 Table - 4 Hour 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 5 j j j j j j j j j f j i Hour 0 6 9 15 18 20 22 0 0 0 0 0 0 0 0 0 Minute 0 30 0 0 30 0 0 0 0 0 0 0 0 0 0 0 Action 10 1 2 3 2 10 25 0 0 0 0 0 0 0 0 0 256 3/19 2/8/2022 10:11:26 AM Day Plan 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Table - 6 Hour 0 8 18 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 30 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 25 25 25 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 7 MrM7Hour 0 6 9 15 18 20 5 0 0 0 0 0 0 0 0 0 Minute 0 30 0 0 30 0 5 0 0 0 0 0 0 0 0 0 Action 25 1 2 3 2 10 10 0 0 0 0 0 0 0 0 0 Table - 8 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 9 Hour 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Action 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Table - 10 Hour 1 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Minute 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IAct i o n 01 Flashing Yellow Arrow Value Table - 1 Channel 1 0 Channel 2 0 Channel 3 0 Channel 4 0 Overlap Programming 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Table - 1 Included P1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 256 4/19 2/8/2022 10:11:26 AM Overlap Programming 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Included P7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Included P8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Modify P8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NORMA NORMA NORMA NORMA NORMA NORMA NORMA NORMA NORMA NORMA NORMA NORMA NORMA NORMA NORMA NORMA Type L L L L L L L L L L L L L L L L Green 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Yellow 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Red 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 L.51 1.5 Overlap+ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Table - 1 Conflict P1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict P8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict 01 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict 02 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict 03 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict 04 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict 05 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict 06 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict 07 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict 08 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 256 5/19 2/8/2022 10:11:26 AM Overlap+ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Conflict Ped 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Conflict Ped 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LeadGreen FYA After Preempt Green Delay 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Type FYA Delay 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Pattern Plus 1 2 3 4 5 6 7 8 9 1011121314151617181920212223242526272829303132333435 Table - 1 Short 10 101101101 0 0 1 0 1 0 101101 0 1 0 0 1 0 1 0 1 0 0 1 0 1 0 0 1 0 1101 0 0 1101 0 0 1 0 1 0 110 101 0 1 0 0 1 0 Long 24 24 24 24 17 17 17 17 24 25 17 17 17 17 17 17 17 17 17 17 17 24 17 0 25 17 17 17 17 24 24 17 17 17 17 Dwell 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 No Short P 1 1 1 1 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 No Short P 2 2 2 2 2 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 2 0 0 0 0 No Short P 3 0 8 0 8 0 0 0 1 0 0 0 1 0 1 0 0 0 1 0 1 0 0 0 1 0 0 0 1 0 1 0 0 0 1 0 0 0 1 0 1 0 0 1 0 1 0 0 0 No Short P 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Early Yield 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE BE Offset GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG GG RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN RN CNA Max2 Flt Min Veh . Min Ped . Ret Hold CIC Plan 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ph Opt Table 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 Ph Time Table 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 DetGrp 1 0 1 0 1 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CallInh 0 1 0 1 0 1 0 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 256 6/19 2/8/2022 10:11:26 AM Pattern Plus 1 2 3 4 5 6 7 8 9 1011121314151617181920212223242526272829303132333435 Olp Off 1 . Olp Off 2 . Olp Off 3 . Olp Off 4 Olp Off S Olp Off 6 Olp Off 7 Olp Off . Dia Mode DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF DF T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T T Ofst2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ofst3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ofst4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 Patterns 1 2 3 4 5 6 7 8 9 1011121314151617181920212223242526272829303132333435 Table - 1 14 13 � 15 � 13 � 14 15 Cycle Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Offset Time 1 39 � 39 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 0 0 0 0 0 0 0 0 2 0 0 0 0 Split Number 1 2 3 4 0 0 0 0 9 10 0 0 0 0 0 0 0 0 0 0 0 22 0 0 25 26 0 0 0 30 31 0 0 0 0 Seq Number 6 1 6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 6 1 1 1 1 1 8 1 1 1 1 Phase Entries ��������� 10 11 12 13 14 15 16 Table - 1 Walk 0 5 0 5 0 0 0 5 0 0 0 0 0 0 0 0 Ped Clearance 0 21 0 25 0 0 0 28 0 0 0 0 0 0 0 0 Min Green 7 7 5 5 0 0 7 5 0 0 0 0 0 0 0 0 Passage 2.5 2.5 2 3 0 0 2.5 3 0 0 0 0 0 0 0 0 Max1 20 30 20 80 0 0 30 80 0 0 0 0 0 0 0 0 Max2 25 40 25 90 0 0 35 90 0 0 0 0 0 0 0 0 Yellow 4 4 4 4 0 0 4 4 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 Red 7.5 6 4 2.5 0 0 6 2.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Red Revert 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Added Initial 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Max Initial 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 256 7/19 2/8/2022 10:11:26 AM Phase Entries 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Time Before Reduce 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cars Before Reduce 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Time To Reduce 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Reduce By 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Min Gap 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Dynamic Max Limit 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Dynamic Max Step 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Startup RED RED RED WALK RED RED RED WALK RED RED RED RED RED RED RED RED Enable X X X X X X Auto Entry X X Auto Exit X X Non Actl Non Act2 Lock Call Min Recall Max Recall Ped Recall Soft Recall Dual Entry X X Sim Gap Enable X X X X X X X X Guar Passage Rest In Walk Cond Service Add Init Calc Ring 1 1 1 1 2 2 2 2 0 0 0 0 0 0 0 0 Concur 1 5 5 7 7 1 1 3 3 0 0 0 0 0 0 0 0 Concur 2 6 6 8 8 2 2 4 4 0 0 0 0 0 0 0 0 Concur 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 8 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Concur 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Phase Entries+ 256 8/19 2/8/2022 10:11:26 AM 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Table - 1 Reservice Walk Yellow Skip Red Red Rest Max 2 Ped Delay Conf Phsl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Green Ped Delay Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Omit Yel 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ped Out 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Start Yel 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Inhibit P1 Inhibit P2 Inhibit P3 Inhibit P4 Inhibit P5 Inhibit P6 Inhibit P7 Inhibit P8 Inhibit P9 Inhibit P10 Inhibit P11 Inhibit P12 Inhibit P13 Inhibit P14 Inhibit P15 Inhibit P16 Call Phsl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Call Phs2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Call Phs3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Call Phs4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 From Phsl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 To Phsl 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 From Phs2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 To Phs2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 From Phs3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 To Phs3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 256 9/19 2/8/2022 10:11:26 AM Phase Entries+ 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 From Phs4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 To Phs4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bike Clear 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ring Sequences 1 2 3 4 Table - 1 Ring P1 1 5 0 0 Ring P2 2 6 0 0 Ring P3 3 7 0 0 Ring P4 4 8 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 2 Ring P1 1 5 0 0 Ring P2 2 6 0 0 Ring P3 4 8 0 0 Ring P4 3 7 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 3 Ring P1 2 6 0 0 Ring P2 1 5 0 0 Ring P3 3 7 0 0 Ring P4 4 8 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 4 Ring P1 2 6 0 0 Ring P2 1 5 0 0 Ring P3 4 8 0 0 256 10/19 2/8/2022 10:11:26 AM Ring Sequences 1 2 3 4 Ring P4 3 7 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 5 Ring P1 1 5 0 0 Ring P2 2 6 0 0 Ring P3 4 7 0 0 Ring P4 3 8 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 6 Ring P1 1 5 0 0 Ring P2 2 6 0 0 Ring P3 3 8 0 0 Ring P4 4 7 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 7 Ring P1 2 6 0 0 Ring P2 1 5 0 0 Ring P3 4 7 0 0 Ring P4 3 8 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 8 Ring P1 2 6 0 0 Ring P2 1 5 0 0 Ring P3 3 8 0 0 256 11/19 2/8/2022 10:11:26 AM Ring Sequences 1 2 3 4 Ring P4 4 7 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 9 Ring P1 0 0 0 0 Ring P2 0 0 0 0 Ring P3 0 0 0 0 Ring P4 0 0 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 10 Ring P1 0 0 0 0 Ring P2 0 0 0 0 Ring P3 0 0 0 0 Ring P4 0 0 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 11 Ring P1 0 0 0 0 Ring P2 0 0 0 0 Ring P3 0 0 0 0 Ring P4 0 0 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 12 Ring P1 0 0 0 0 Ring P2 0 0 0 0 Ring P3 0 0 0 0 256 12/19 2/8/2022 10:11:26 AM Ring Sequences 1 2 3 4 Ring P4 0 0 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 13 Ring P1 0 0 0 0 Ring P2 0 0 0 0 Ring P3 0 0 0 0 Ring P4 0 0 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 14 Ring P1 0 0 0 0 Ring P2 0 0 0 0 Ring P3 0 0 0 0 Ring P4 0 0 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 15 Ring P1 0 0 0 0 Ring P2 0 0 0 0 Ring P3 0 0 0 0 Ring P4 0 0 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 0 0 0 0 Table - 16 Ring P1 0 0 0 0 Ring P2 0 0 0 0 Ring P3 0 0 0 0 256 13/19 2/8/2022 10:11:26 AM Ring Sequences 1 2 3 4 Ring P4 0 0 0 0 Ring P5 0 0 0 0 Ring P6 0 0 0 0 Ring P7 0 0 0 0 Ring P8 1 0 1 0 1 0 1 0 Scheduler 1 5 6=7 � 9 1 111 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Table - 1 Jan X X X Feb X X X Mar X X X Apr X X X May X X X Jun X X X Jul X X X Aug X X X Sep X X X Oct X X X Nov X X X X Dec X X X X 01 X X X 02 X X X 03 X X X 04 X X X 05 X X X 06 X X X 07 X X X . 08 X X X . 09 X X X 10 X X X 11 X X X 12 X X X 13 X X X 14 X X X 15 X X X . 16 X X X . 256 14/19 2/8/2022 10:11:26 AM Scheduler 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 17 X X X . 18 X X X 19 X X X . 20 X X X 21 X X X 22 X X X X 23 X X X X 24 X X X X . 25 X X X X X . 26 X X X X 27 X X X X 28 X X X X 29 X X X 30 X X X 31 X X X Sun X X . Mon X X . Tue X X Wed X X Thu X X X Fri X X Sat X X Plan 1 2 3 4 4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Splits 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Table - 1 Time 20 1 36 1 21 1 63 1 0 56 1 23 1 61 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 Mode NON I NON I NON MXP I NON I NON I NON I MXP I NON I NON I NON I NON I NON I NON I NON I NON Coord-Ph X Table - 2 Time 20 36 20 54 0 56 28 46 0 0 0 0 0 0 0 0 Mode NON NON NON MXP NON NON NON MXP NON NON NON NON NON NON NON NON Coord-Ph X Table - 3 j Time 20 1 38 1 20 1 72 1 0 1 58 1 30 1 62 1 0 1 0 1 0 1 0 0 1 0 0 0 Mode NON I NON I NON I MXP I NON I NON I NON I MXP I NON I NON I NON I NON I NON I NON I NO NON 256 15/19 2/8/2022 10:11:26 AM Splits 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ICoord-Ph I . I . I . I X I . I . I . I . I . I . I . I . I . I . I . I . Table - 4 Time 20 36 20 54 0 56 28 46 0 0 0 0 0 0 0 0 Mode NON NON NON MXP NON NON NON MXP NON NON NON NON NON NON NON NON Coord-Ph X Table - 5 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 6 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 7 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 8 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 9 Time 20 25 15 90 0 45 30 45 0 0 0 0 0 0 0 0 Mode NON NON NON MXP NON NON NON MXP NON NON NON NON NON NON NON NON Coord-Ph X Table - 10 Time 20 30 20 80 0 0 30 80 0 0 0 0 0 0 0 0 Mode NON NON NON MIN NON NON NON MIN NON NON NON NON NON NON NON NON Coord-Ph Table - 11 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 12 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph 256 16/19 2/8/2022 10:11:26 AM Splits 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Table - 13 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 14 i i i Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 15 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode I NON NON NON NON I NON NON I NON I NON NON NON NON NON NON NON NON NON Coord-Ph Table - 16 Time 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode I NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 17 j Time 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 Mode NON I NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 18 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 19 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 20 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 21 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON N NON NON NON NON NON NON NON NON Coord-Ph NO Table - 22 256 17/19 2/8/2022 10:11:26 AM Splits 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Time 19 36 23 62 0 55 33 52 0 0 0 0 0 0 0 0 Mode NON NON NON MXP NON NON NON MXP NON NON NON NON NON NON NON NON Coord-Ph X Table - 23 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode N NON NON I NON NON NON NON NON NON NON NON NON I NON I NON I NON I NON Coord-Ph Table - 24 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON NON Coord-Ph Table - 25 Time 15 35 8 45 0 0 45 10 0 0 0 0 0 0 0 0 Mode NON NON NON MIN NON NON MIN NON NON NON NON NON NON NON NON NON Coord-Ph Table - 26 Time 15 1 30 1 15 1 50 1 0 1 15 1 25 1 60 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 Mode NON I NON I NON MIN NON NON NON MIN NON NON NON NON NON NON NON NON Coord-Ph Table - 27 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD Coord-Ph Table - 28 Time 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD Coord-Ph Table - 29 Time 0 0 0 -67 0 0 7 0 0 0 0 0 0 1 0 I 0 I 0 I 0 Mode NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD Coord-Ph Table - 30 Time 20 35 20 55 0 55 35 90 0 0 0 0 0 0 0 0 Mode NON NON NON MIN NON NON NON MIN NON NON NON NON NON NON NON NON Coord-Ph Table - 31 (Time 19 1 38 1 16 1 77 1 0 1 57 1 36 1 57 1 0 1 0 1 0 1 0 1 0 1 0 1 0 1 0 256 18/19 2/8/2022 10:11:26 AM Splits 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Mode NON I NON NON MXP NON NON NON MXP NON I NON NON NON NON I NON NON I NON Coord-Ph X Table - 32 Time 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Mode I NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD NVD Coord-Ph 256 19/19 2/8/2022 10:11:26 AM ENGINEERING,INC. Traffic Impact Study Update Tanner Creek Subdivision - Meridian, Idaho APPENDIX L: CUT-THROUGH ROUTE AND TRAVEL TIME ESTIMATE June 2022 L Travel Distances between Linder& Franklin intersection and Waltman/Central & Meridian intersection `� EWi[liams St Z Z J L— - _ _ 5,30522ft - 51626ft o ❑ ❑ ❑o❑ W Greer Dr _ g� T9 - I� I I B W❑iesl Wr � ❑ ❑ ❑ ❑ ❑ �i o _ l y � WLoulsvL�tt ��- _ _ ❑ o❑ =WAuMu Park li o `� W Mergan�Y Dr J• R `WPC u gyp., — — 1354.25ft 245 77 ft � - �_ II 1,1394.04 ft 21Y 19R F S 4 � II h _ 555.53 fl :,�"... _ �� 366.74ft � \` Travel Time Calculations — Arterial Roadway Network vs Cut-Through Route with Tanner Creek Subdivision Eastbound to Southbound (AM Peak) Northbound to Westbound (PM Peak) Arterial Route Cut-Through Route Arterial Route Cut-Through Route Franklin Road 5,300' (91 s) - 5,800' (100 s) - Main / Meridian 2,900' (57 s) - 3,000' (59 s) - Linder Rd (School Zone) - 2,500' (86 s) - 2,500' (49 s) Local / Collector Roads - 6,800' (186 s) - 6,800' (186 s) Net Delays at Intersections (41+63+20)s = 124 s (9*3 + 47)s = 174s (24 + 35 +53)s = 112 s (9*3 + 61)s = 88s Total Time 272 s (4 min 32 s) 446 s (7 min 26 s) 271 s (4 min 31 s) 323 s (5 min 23 s) ENGINEERING, INC. 181 East 50th Street Garden City, ID 83714 MEMORANDUM (208) 841-4996 DATE: June 2,2022 TO: Paige Bankhead,P.E. Ada County Highway District(ACHD) FROM: Chhang Ream,P.E.,PTOE CR Engineering, Inc. PROJECT: Tanner Creek Subdivision Meridian,Idaho SUBJECT: Response to Review Comments on Traffic Impact Study Update This memorandum summarizes our responses to ACHD and JUB review comments dated May 20-24, 2022,on the Traffic Impact Study Update for Tanner Creek Subdivision dated March 29,2022. JUB Review Comments 1. The TIS states that the IFYWP corridor improvement project Linder Rd, Overland Rd/Franklin Rd including widening to five lanes and a four lane I-84 project is a future project. The construction year is shown as future in the IFYWP,but the project is currently under design. Noted. 2. Table 2.1 states that Linder Road is classified as a Minor Arterial. Linder Road is classified as a Principal Arterial Revised as noted. 3. Table 2.1 states that the speed limits for Pelican Way, Waltman Drive, and Eider Drive are Unposted with an assumed limit of 20 mph. The local road speed limit in Meridian is 25 mph. Revised as noted. 4. Table 2.1 states that there is sidewalk along developed footage on Linder Road. Existing sidewalk is not continuous on either side of Linder Road, including some areas fronting developed residences. There are also school zone flashers with a reduced 20 mph speed zone on Linder Road. Revised as noted. 5. The existing peak hour directional volumes for Waltman Ln west of Meridian Rad in Table 2.3 are not consistent with the traffic count data in the appendix.This calculation error appears to have been carried through the study. The peak hour directional volumes for Walman Lane could be taken from either the roadway segment 24-hour counts or the turning movement counts at the Meridian Road/Main Street and Waltman Lane intersection. We reported the directional peak hour volume from the intersection turning movement counts. Per the review comment, we revised the peak hour directional volumes in Table 2.3 based on the 24-hour roadway segment counts. These changes are less than 15 vph and are inconsequential to the findings of the TIS. S:Iprojectsl22-03 Tanner Creek SubdivisionWocC Review7anner Creek SUB TISReview Response.docx Page 1 of 2 ENGINEERING, INC. 6. Recommended mitigation for 2026 background and total traffic conditions includes restriping the eastbound through lane as a shared through/right turn lane and providing an eastbound right turn overlap. I do not recommend providing an overlap for a right turn lane including a shared movement lane as part of the lane group. There are existing intersections in Ada County with these lane configurations and signal operations—1)Eagle Road/Overland Road intersection, 2)Milwaukee Street/Franklin Road intersection. For the eastbound approach, the through volumes are minimal compared to the right-turn volumes. The estimated eastbound right-turn volumes are nearly 350 vph in the AMpeak hour and nearly 550 in the PMpeak hour while the eastbound through volumes are less than 50 vph in the peak hours. These lane configurations and signal operations are needed to serve the projected traffic volumes without overbuilding the Waltman Lane eastbound approach. No change. 7. The neighborhood traffic redistribution numbers shown in Figure 4.7 are not clear.It is not clear if the negative values shown for Neighborhood Redistribution ADT on Rintail Dr, Gander Dr, and Verbena Dr show the new number for projected ADT or the number of vehicles expected to reroute. If it is the number expected to reroute, it is a larger number than realistic. The negative numbers represent the existing ADT expected to reroute. The expected ADT reroute shown in Figure 4.7 was estimated based on 190 dwelling units within the existing residential neighborhoods west of the site redistributing from Linder Road through the site to Waltman Lane. This estimate/assumption is reasonable and the same as the original TIS which was reviewed and accepted by ACHD. Based on the review comment, we reduced the redistributed ADT based on 140 dwelling units redistributing from Linder Road to Waltman Lane. These changes are inconsequential to the findings of the TIS. 8. It is not clear how the intersection delay time was derived for the arterial travel time calculations used for cut through travel time comparison. The intersection delay was obtained from the Meridian IC Commercial TIS prepared by DKS Associates. ACHD Review Comments 1. There are several roads within the site that appear to have straight segments longer than 750-feet. Consistent with District Policy,the road segments will be required to be redesigned to have straight road segments that are less than 750-feet long or construct passive traffic calming measures. Stop signs,valley gutter and speed humps are not considered adequate traffic calming measures. This information has been passed to the client. 2. The Potential Cut-Through Traffic section discusses cut through traffic from the neighborhood to the west using Waltman Lane and indicates that traffic at the local roads on Linder Road are expected to have a decrease in traffic. This section should also discuss the potential amount of site traffic that may travel to the west to reach Linder Road. The site-generated ADT volumes are noted in blue in Figure 4.7, as well as summarized in the Figure 4.2 and Figure 4.3 for peak hour volumes at the Linder Road and Gander Drive intersection. 3. Provide the estimated ADT for the Waltman Lane under the future conditions(email). Provided ADT estimate in roadway segment planning level of service tables. S:Iprojectsl22-03 Tanner Creek SubdivisionWocC Review7anner Creek SUB TISReview Response.docx Page 2 of 2