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ACHD Traffic Impact StudyLETTER OF TRANSMITTAL March 1, 2018 TO: Mindy Wallace ACHD Development Services 3775 Adams street Garden City, ID 83714 RE: Summertown Subdivision Meridian, Idaho VIA: Hand Delivery Transmitted herewith, please find enclosed: 1 copy of the Traffic Impact Study Thompson Traffic and Civil Engineers Inc. 181 East Sa" St. Garden City, ID 83714 (208)484-4410 thompsonengineers9cableone. net The enclosed report is for your review and comment. Should you have any questions, please call. Daniel A. Thompson, P.E. Traffic Impact Study Summertown Subdivision Meridian, Idaho 14tAAL EjV ` A_ T'A'B March 1, 2018 Thompson 4 Engineers Traffic and Civil 181 East 50th St Garden City, ID 83714 (208) 484-4410 Inc. Thompson _�ngineers Traffic and Ciij "4k 1". Table of Contents Traffic Impact Stud 8unnnertown8ubOYmsion\ Meridian, Idaho EXECUTIVE SUMMARY | Introduction.............................................................................................................................................. | Proposed Development -----------------------------------------'| StudyArea ................................................................................................................................................ | Conchaiona-----------------------------------------------.[ INTRODUCTION........................................................................................................................................ 3 PB1l9(}SBD DEVELOPMENT --------------------------------------'3 STUDY AREA CONDITIONS --------------------------------------'5 StudyArea ................................................................................................................................................ 5 LandUse ................................................................................................................................................... 5 STUDYPERIOD .......................................................................................................................................... 5 BuildOut Year .......................................................................................................................................... 5 StudyHours .............................................................................................................................................. 5 EXISTING CONDITIONS -----------------------------------------5 RoadSystem -----------------------------------------------5 TrafficVolumes ........................................................................................................................................ 5 DailyTraffic ............................................................................................................................................. 7 AccidentAnalysis..................................................................................................................................... 7 SystemImprovements .............................................................................................................................. 7 PROJECTEDTRAFFIC ............................................................................................................................... 0 Background Traffic -------------------------------------------'8 OffSite Traffic ......................................................................................................................................... @ TripGeneration ....................................................................................................................................... |0 TripDistribution ..................................................................................................................................... || SiteTraffic .............................................................................................................................................. || TotalTraffic ............................................................................................................................................ ll TRAFFICANALYSIS ............................................................................................................................... |4 Capacity Analysis and Level ofService ................................................................................................. |4 Intersection Analysis ------------------------------------------l5 Required Improvements Due to Existing Traffic Conditions ............................................................. i5 Required Improvements Due to2020Background Traffic Conditions ............................................. |5 Required Due to2020Total Traffic Conditions ................................................................................ |6 Roadway Analysis -------------------------------------------.l6 SiteAccess .............................................................................................................................................. |6 SiteCirculation ....................................................................................................................................... |7 TurnLanes .............................................................................................................................................. l8 CONCLUSIONS ---------------------------------------------'l0 ��poyects�A0<H&E/8-08Summ^rtownWocsSummemnwnDldocx ThompsonEngineers f i Tras and Civic Inc. List of Figures Traffic Impact Study Summertown Subdivision, Meridian, Idaho Figure1 - Project Location........................................................................................................................... 3 Figure2 - Preliminary Site Plan.................................................................................................................... 4 Figure 3 - Existing AM Peak Hour Conditions............................................................................................. 6 Figure 4 - Existing PM Peak Hour Conditions............................................................................................. 6 Figure 5 — 2020 Build Out Year AM Peak Hour Background Traffic.......................................................... 8 Figure 6 — 2020 Build Out Year PM Peak Hour Background Traffic.......................................................... 9 Figure7 - Trip Distribution......................................................................................................................... 11 Figure 8 - AM Peak Hour Site Traffic........................................................................................................ 12 Figure 9 - PM Peak Hour Site Traffic......................................................................................................... 12 Figure 10 — 2020 Build Out Year Total AM Peak Hour Traffic.................................................................13 Figure 11- 2020 Build OUt Year Total PM Peak Hour Traffic.................................................................. 13 Figure 12 - Internal Daily Traffic Volumes................................................................................................17 Figure 13 - Right Turn Lane Guidelines for Four Lane Road.................................................................... 18 List of Tables Table 1 — 2018 Existing Traffic....................................................................................... Table 2 — Accident Data for Ustick Road and Venable Lane Intersection (2012-2016) . Table 4 - Trip Generation Summary................................................................................ Table 5 — AM Peak Hour Intersection Capacity Analysis Summary ............................... Table 6 — PM Peak Hour Intersection Capacity Analysis Summary .............................. Table7 - Roadway Segment ADT................................................................................... Table 8 - Right Turn Lane Data....................................................................................... S: IprojectslARCHIVE118-08 SummertownWocslSummertown TIS.docx Page 11 .7 .7 10 14 15 16 18 Thompson Engineers Traffic and Civil Inc. EXECUTIVE SUMMARY Introduction Traffic Impact Study Summertown Subdivision, Meridian, Idaho Thompson Engineers, Inc. has been retained to prepare a traffic impact study for the proposed Summertown Development in Meridian, Idaho. The project is located on Ustick Road west of Meridian Road. The purpose of this study is to evaluate the potential traffic impacts resulting from the current site plan and make recommendations for mitigation of those impacts. The study is prepared in accordance with the requirements of the Ada County Highway District (ACHD) Policy, Section 7106 — Traffic Impact Studies. Proposed Development The project is a residential development of approximately 9 single family dwelling units and 272 apartments. The development will be constructed in one phase with an expected 2020 build out year. The site is expected to access the transportation system primarily via Ustick Road via Venable Lane. The site is also expected to have connectivity to Meridian Road via Ridgebury Avenue and Indian Rocks Street. The site is located within the Meridian City Limits. Study Area The area of influence is anticipated to be Ada County, Idaho, including the City of Meridian. The primary impacts will be along Ustick Road, Venable Lane, and Indian Rocks Street. The study area will include the intersections of - 0 £ ■ Venable Lane and Ustick Road B Meridian Road and Indian Rock Street Conclusions Below are the findings of this report: ■ Based on the trip generation methods recommended in the Trip Generation Manual, the site will generate 2,076 trips per day, of which 132 trips will occur during the AM peak hour and 161 trips will occur during the PM peak hour. ■ Ustick Road was recently widened from two lanes to five lanes, and included curb, gutter and sidewalk. ■ The intersection of Ustick Road and Venable Lane will operate at LOS C under background traffic conditions in the build out year. The southbound approach will operate at LOS C and will have a v/c of 0.38. ■ The intersection of Ustick Road and Venable Lane will operate at LOS D under total traffic conditions in the build out year. The southbound approach will operate at LOS D and will have a v/c of 0.49. S (projects I ARCHIVEI18-08 Summertown I docs I Summertown TIS. docx Page 1 Thompson Engineers Traffic and Civil Inc. Traffic Impact Study Summertown Subdivision, Meridian, Idaho l The intersection of Meridian Road and Indian Rocks Street will operate at LOS B under background traffic conditions, and LOS B under total traffic conditions in the build out year. The critical peak hour is in the PM peak hour. ■ Traffic from the subdivision to the west will divert to Venable Lane when Venable Lane is improved and the barriers to the two approaches are removed. This traffic will not be diverted until the road is improved by this development, therefore will only affect total traffic conditions. L The three access points on Venable Lane will operate at acceptable levels of service under total traffic conditions. ■ Venable Lane will operate at better than level of service D under total traffic conditions, which is acceptable for a collector road. ■ The site will impact Ridgebury Avenue and Indian Rocks Street, local roads. Under total traffic conditions, the total volume on these roads is anticipated to be less than 1,000 vehicles per day. All internal roads will carry less than 1,000 vehicles per day under total traffic conditions. S (projects I ARCHIVEI18-08 Summertown I docs I Summertown TIS. docx Page 2 Thompson Engineers Traffic and Civil Inc. INTRODUCTION Traffic Impact Study Summertown Subdivision, Meridian, Idaho Thompson Engineers, Inc. has been retained to prepare a traffic impact study for the proposed Summertown Development in Meridian, Idaho. The project is located on Ustick Road west of Meridian Road, approximately as shown in Figure 1. The purpose of this study is to evaluate the potential traffic impacts resulting from the project and make recommendations for mitigation of those impacts. In particular, the scope of the study includes the following: Trip generation of the proposed development Trip distribution and traffic assignment of the site generated traffic ■ The capacity of the transportation system to support the development Figure 1- Project Location LJ ��—7 F-- Settlers Park 4 ` Settlers Park I )U1�� � UU Project J� Locatlon -� Lowry >..W Claire Dr W Claire W ClaiYe St F CTeek Dr I� W Indian Rocks St %urtl , k c� Tulley Park �°'?� w Woodbury Dr -`=1 r77 \", = m Tulley Park W Waterbury Dr o Five Mile Creek oo Dr W Chateaq Ave 8th Meridian W Cl1ris e\d Dr W C E� Street A. Park 8th Street �� W Tana P\L- 4rwlOr Park Ed C$ssidy Dr 3: 0 -o NCrt E Ustick Rd `I W Willowbrook 4r u o° z �C E Addeson St C E ``Baldwin St - !� II L1 II C,Oel Dr ii �;, -E B% E �f m r' m v Pr .0 D Lynn Dr —� z z ° –Ave 72E Fatrvtew I PROPOSED DEVELOPMENT The project is a residential development of approximately 9 single family dwellings and 272 apartments. A preliminary site plan is shown in Figure 2. The site is expected to access the transportation system via Venable Lane to Ustick Road, with a secondary access to Meridian Road via Ridgebury Avenue and Indian Rocks Street. S (projects I ARCHIVEI18-08 Summertown I docs I Summertown TIS. docx Page 3 ThompsonEngineers f i Tras and Civic Inc. Figure 2 - Preliminary Site Plan Traffic Impact Study Summertown Subdivision, Meridian, Idaho Ustick Road o o I U I I --NffrM=r=7a L11 Ln cs� �' /,I ! Q �o I 0 WAM Uffh OJ od, o- Lo . � ter. - - - S: IprojectslARCHIVE118-08 SummertownldoeslSummertown TIS.docx Page 4 NTS ThompsonEngineers Traffic and Civil lnc. STUDY AREA CONDITIONS Study Area Traffic Impact Study Summertown Subdivision, Meridian, Idaho The area of influence is anticipated to be Ada County, Idaho, including the City of Meridian. The primary impacts will be along Ustick Road, Venable Lane, and Indian Rocks Street. The study area will include the intersections of Ustick Road and Venable Lane, and Indian Rocks Street and Meridian Road as determined by a special model run of the COMPASS transportation model and verified by ACHD. The future intersections of Venable Lane and Wrangle Street, and Ridgebury Avenue and Wrangler Street are also included in the study. Land Use The site is within the Meridian City limit and is currently vacant. Existing zoning is for residential use. STUDY PERIOD Build Out Year The build out year for this project is assumed to be 2020 to correspond with COMPASS data,. Actual build out of the site will depend on market conditions and project implementation. Study Hours The AM peak hour, between 7:00 AM and 9:00 AM, and the PM peak hour, between 4:00 PM and 6:00 PM, were the study hours of this report. EXISTING CONDITIONS Road System Ustick Road is classified as a principal arterial by ACHD. In the vicinity of this project, it has two through lanes in each direction and a center two way left turn lane with an urban section. There is a posted speed of 40 MPH in front of the project. Venable Lane is a gravel road. It is proposed as a two lane collector street. Indian Rocks Street is a local street with an urban section. The intersection of Ustick Road and Venable Lane is stop controlled with Ustick Road as the major, uncontrolled street. The intersection of Meridian Road and Indian Rocks Street is stop controlled with Meridian Road as the major, uncontrolled street. Traffic Volumes AM and PM peak hours traffic counts were obtained at the intersections in the study area the week of January 31, 2018. Existing AM peak hour traffic volumes are shown in Figure 3. Existing PM peak hour traffic volumes are shown in Figure 4. S (projects I ARCHIVEI18-08 Summertown I docs I Summertown TIS. docx Page 5 Traffic Impact Study Summertown Subdivision, Meridian, Idaho W Claire St W Indian Rocks St Figure 4 - Existing PM Peak Hour Conditions C m V Ustick Rd rn 61 1 34 �� n 80 V 93 4470 798 V Parkstone St 1 0 1 5 JI2 V Stanhope St 2 ? o r 0 2 c z z N m 4 = 2� v a m ° ¢ z W Claire St i z, 7 z W Indian Rocks St S: IprojectslARCHIVE118-08 SummertownldocslSummertown TIS.docx Page 6 E Ustick Rd n 3 756 0 v8 tJ� �0 z 0 a0 23 "'0 9 380 0 a ?M } z v It E Ustick Rd 8 517 0 'v 3 z 0 a0 z 14 0 z 40 851 0 ¢ a M z o` ThompsonEngineers Traffic and Civic Inc. Figure 3 - Existing AM Peak Hour Conditions C rn V Ustick Rd m 79 0 81 V 46 25 7800 126 V Parkstone St 0 0 1 V Stanhope St 3 0 1 � 0 s 0 0 z c z a � 4 m -o Q Z c z Z Traffic Impact Study Summertown Subdivision, Meridian, Idaho W Claire St W Indian Rocks St Figure 4 - Existing PM Peak Hour Conditions C m V Ustick Rd rn 61 1 34 �� n 80 V 93 4470 798 V Parkstone St 1 0 1 5 JI2 V Stanhope St 2 ? o r 0 2 c z z N m 4 = 2� v a m ° ¢ z W Claire St i z, 7 z W Indian Rocks St S: IprojectslARCHIVE118-08 SummertownldocslSummertown TIS.docx Page 6 E Ustick Rd n 3 756 0 v8 tJ� �0 z 0 a0 23 "'0 9 380 0 a ?M } z v It E Ustick Rd 8 517 0 'v 3 z 0 a0 z 14 0 z 40 851 0 ¢ a M z o` Thompson Engineers Traffic and Civil Inc. Daily Traffic Traffic Impact Study Summertown Subdivision, Meridian, Idaho Daily counts on the study roadway segments were obtained by L2 Data Collection between January 31 and February 1, 2018 are summarized in Table 1. Table I — 2018 Existing Traffic Accident Analysis Accident data for the years 2012 through 2016 was obtained from LHTAC. The full crash data report is included in the appendix of this report. There were three reported accidents on Indian Rocks Street. None of the accidents listed roadway conditions a contributing cause. A statistical analysis of these accidents is not relevant. There were 15 accidents in the vicinity of the intersection of Ustick Road and Venable Lane. Only 8 were classified as intersection related. The data is summarized in Table 2. The full crash data report is included in the appendix Table 2 — Accident Data for Ustick Road and Venable Lane Intersection (2012-2016) Fatal Accidents 0 Injury Accidents 1 Property Damage Accidents 7 Total Accidents 8 Contributing factors for all 15 accidents varied considerably but the most common contributing factor was inattention by the driver or failure to yield or obey the traffic signal. No roadway conditions or visual obstructions were described as contributing factors. Ustick Road was recently constructed from 2 lanes to 5 lanes, so the accident data is not relevant to the current facilities. System Improvements ACHD has a project to widen Meridian Road to five lanes in the five year work plan. This development will be required to construct Venable Lane as a collector road. This improvement could alter traffic patterns from the development to the west. S (projects I ARCHIVEI18-08 Summertown I docs I Summertown TIS. docx Page 7 ThompsonEngineers Traffic and Civil Inc. PROJECTED TRAFFIC Background Traffic Traffic Impact Study Summertown Subdivision, Meridian, Idaho Future traffic is obtained by expanding the existing traffic volumes by a growth factor. A growth factor of 3.0% per year is used for this study based on past records. Background AM and PM Peak Hour traffic for the 2020 build out year is shown in Figure 5 and Figure 6. Traffic on Indian Rocks Street is not increased because this area is built out and not subject to growth. Off Site Traffic The development to the west is partially built out. When Venable Lane is constructed, some traffic from this development will divert to Venable Lane. This traffic will not be added to the background traffic but will be added to the total traffic. Figure S — 2020 Build Out Year AM Peak Hour Background Traffic S (projects I ARCHIVEI18-08 Summertown I docs I Summertown TIS. docx Page 8 c U Ustick Rd 86 0 89 E Ustick Rd 50 27 8520 E=156 c'1 N Parkstone Sto�' 3 0 6 3 826 � � � 0 a 10 8 � 0 Stanhope St ♦� z 0 0 a Q > Q 1 0 23 0 � LJ0 o c 0 0 ro 9 415 2 Z a� > m 3 Q N � m v d ire z W Claire St > c z 7 Q z z W Indian Rocks St v Q' S (projects I ARCHIVEI18-08 Summertown I docs I Summertown TIS. docx Page 8 Thompson I Engineers Traffic Impact Study Summertown Subdivision, Meridian, Idaho Traffic and Civil Inc. Figure 6 — 2020 Build Out Year PM Peak Hour Background Traffic rn V Ustick Rd � Cr 69 1 38 rn a 90 105 500 $98 V Parkstone St 1 0 1 1 0 1 E Ustick I S: IprojectslARCHIVE118-08 SummertownWocslSummertown TIS.docx Page 9 65 8 582 rI0 6 2 c`y V Stanhope St �� t� z 0 0 a Q 14 0 i r m 40 958 0 0 2 c z z N 72 � d Ofc z W Claire St z > m z W Indian Rocks St z ar n � S: IprojectslARCHIVE118-08 SummertownWocslSummertown TIS.docx Page 9 ThompsonEngineers Trak and Civic Inc. Trip Generation Traffic Impact Study Summertown Subdivision, Meridian, Idaho In the absence of site-specific data, site trip generation is estimated using the procedures recommended in the latest edition of the Trip Generation Manual (10" edition), published by the Institute of Transportation Engineers. Site trip generation is obtained by applying the average trip generation rates obtained from the Manual for each category of land use within the development. Table 4 shows the trip generation of the site. Table 3 - Trip Generation Summary Summary of Trip Generation Average Weekday Driveway Volumes ITE 24 hr 2 -Way Enter Exit Land Use No. Units Total Rate I Total Code Rate I Total Rate Single Family Code I Total 210 Total 9 DU 9.44 85 85 Dwellings 210 Low Rise DU 0.19 2 2 0.56 220 5 272 DU 7.32 1991 1991 Apartments 1 Total Low Rise 2,076 2,076 Average Weekday AM Peak Hour Driveway Volumes ITE Enter Enter Exit Exit Land Use No. Units Rate I Total Rate Total Code I Total Total Total Single Family 210 9 DU 0.19 2 2 0.56 5 5 7 Dwellings Low Rise 220 220 272 DU0.11 DU 29 29 0.35 96 96 125 56 Apartments 1 Total 31 31 101 101 132 Average Weekday PM Peak Hour Driveway Volumes ITE Enter Enter Exit Exit Land Use No. Units Rate Total Rate Total Code Total Total Total Single Family 210 9 DU 0.62 6 6 0.37 3 3 9 Dwellin s Low Rise 220 272 DU 0.35 96 96 0.21 56 56 152 Apartments Total 1 102 102 59 1 59 161 All trips are anticipated to be by single occupancy vehicle. There is no reduction for trips due to modal split or pass -by trips. No trips will be retained on site as captured trips. S: IprojectslARCHIVE118-08 Summertownldo&Summertown TIS.docx Page 10 Thompson Engineers Traffic and Civil Inc. Trip Distribution Traffic Impact Study Summertown Subdivision, Meridian, Idaho In order to determine impacts, the trips generated by the site must be distributed to destinations throughout Ada County and assigned to the transportation system. The distribution for this development is based on information obtained from COMPASS. Site traffic distribution for the development is shown in Figure 7. Figure 7 - Trip Distribution V Parkstone St N Stanhope St Q-, T , - a 7- A r � � z ft > �.. v l Q W Claire St ID z 4 � a z 15% W Indian Racks St z Site Traffic Site traffic is distributed at the study intersections in accordance with the distribution from Figure 7. Figure 8 shows the distribution of site generated traffic for AM peak hour traffic conditions. Figure 9 shows the distribution of site generated traffic for PM peak hour traffic conditions. Total Traffic The site traffic is then added to the background traffic as determined above. Figure 10 shows the total traffic at each intersection for AM peak hour conditions. Figure 11 shows the total traffic at each intersection for PM peak hour conditions. S (projects I ARCHIVEI18-08 Summertown I docs I Summertown TIS. docx Page 11 Thompson I Engineers Traffic Impact Study Summertown Subdivision, Meridian, Idaho Trak and Civil Inc. Figure 8 - AM Peak Hour Site Traffic 0 0 0 N Ustick Rd 0 �� 15 8 0 � r- 435 a 0 15 51 0 5 10 .. t �r 25 0 61 arkstone St C3 �41 0 5 �0 a u 1J Stanhope St 0 S 10 0 0 z i L O z Qi 0 10 OD C > 0 _j a 0 10 0 -J]��0 5 o n�o� �0 Z5��10 10 Q 0 5 > W C' 0 0 Z 0 3 5 W Indian Rocks St z Figure 9 - PM Peak Hour Site Traffic 0 0 0 N Ustick Rd Cr 45 42 o � 0 � 0 LJ 0c 25 62 25 0 : '� i 10 35 [, 15 0 35 "Parkstone Sl E Ustick R. 0 10 0 0 06 0 z 15 '?0 g" 8 0 0 E Ustick Rd 0 10 0 20' 0 10 0 �b.. g M 'VuStanhope St 4 0 � oo ; 5 0 0 � s � �0 � �j 0 5 15 0 0 o L CO q 0 6 0 0 10 � �, 0 0� � 5 c 1 0 3 W Claire St - 0 0 0 Z 0 5 10 M W Indian Rocks St z a m nr S: IprojectslARCHIVE118-08 SummertownWocslSummertown TIS.docx Page 12 ThompsonEngineers Traffic Impact Study Summertown Subdivision, Meridian, Idaho Trak and Civil Inc. Figure 10 — 2020 Build Out Year Total AM Peak Hour Traffic C 86 0 89 Ustick Rd E Ustick 31 850 27 m C� JvL 35':,._ 852= 356 4 r�� 0 s � � � 31 87 0 Parkstone St 30 0 92 3 836 0 18 5 '2 8 0 0 21 10 0 0 an pe St 38 0 36 c'J v 41 0 .7 s0 � 17 415 0 f� '0�y 0 10 46 0 e Z 'Q = 7 D 0 5m n � ¢ z W Claire St � �y c_ Q 10 Z 0 > 72 Q � Z W Indian Rocks St z 0 0 Figure H- 2020 Build OUt Year Total PM Peak Hour Traffic 69 1 38 Ustick Rdn E Ustick 84 42 90 105 2 503==>898 0 25 =Z�,� � � 100 y2 0 Parkstone St - t _ 3 21 0 56 8 592 0 q 36 12 M 3 c/ 0 � 49 35 anzpeSt-=3„23U_ 27 [� 20 -- 0 O Q _ a,....— olcie,ala air I I 55 958 0 o � ap S 0 7 34 0 Z W i 4 2 1� n � Q Z W Claire St � Q 5 z m 72 0 > i Z : W Indian Rocks St z 2 0 S: IprojectslARCHIVE118-08 SummertownWocslSummertown TIS.docx Page 13 ThompsonEngineers Trak and Civic Inc. TRAFFIC ANALYSIS Traffic Impact Study Summertown Subdivision, Meridian, Idaho Capacity Analysis and Level of Service Capacity analysis was performed using the Highway Capacity Software (HCS2010), based on the 2010 edition of the Highway Capacity Manual. Level of service for intersections is based on the average delay of vehicles traveling through the intersection. Table 5 shows the AM peak hour intersection capacity analysis results. Table 6 shows the PM peak intersection capacity analysis results. Copies of the calculations are included in the appendix of this report. Table 4 - AM Peak Hour Intersection Capacity Analysis Summary LOS Summary 2018 2020 Build Out Year Existing Back round Total Delay Delay Delay AM Peak Hour Conditions s/v v/c LOS s/v v/c LOS s/v v/c LOS Ustick/Venable 15.7 C 17.6 C 22.5 C NB Approach 11.1 0.00 B 11.4 0.00 B 19.1 0.34 C SB Approach 15.7 0.33 C 17.6 0.40 C 22.5 0.48 C EB Approach 8.1 0.04 A 8.3 0.05 A 8.3 0.05 A WB Approach 9.4 0.00 A 9.7 0.00 A 10.0 0.04 A Meridian/Indian Rock 16.4 C 17.7 C 18.5 C NB Approach 9.6 0.01 A 9.9 0.01 A 10.0 0.03 A EB Approach 16.4 0.10 C 17.7 0.11 C 18.5 0.16 C Wagner/Ridgebury 9.2 A NB Approach 8.7 0.01 A SB Approach 9.2 0.01 A EB Approach 7.2 0.00 A WB Approach 7.2 0.00 A Wagner/Venable 8.6 A WB Approach 8.6 0.01 A SB Approach 7.2 0.00 A North Venable Approach 9.5 A WB Approach 9.5 0.04 A SB Approach 7.4 0.01 A South Venable Approach 9.2 A WB Approach 9.2 0.05 A SB Approach 7.3 0.01 A S: IprojectslARCHIVE118-08 SummertownldocslSummertown TIS.docx Page 14 ThompsonEngineers Trak and Civic 1". Traffic Impact Study Summertown Subdivision, Meridian, Idaho Table 5 - PAI Peak Hour Intersection Capacity Analysis Summary LOS Summary 2018 2020 Build Out Year Existing Back round Total Delay Delay Delay AM Peak Hour Conditions s/v v/c LOS s/v v/c LOS s/v v/c LOS Ustick/Venable 19.6 C 24.1 C 34.4 D NB Approach 14.7 0.01 B 16.4 0.01 C 18.4 0.23 C SB Approach 19.6 0.29 C 24.1 0.38 C 34.4 0.49 D EB Approach 10.5 0.11 B 11.4 0.14 B 11.4 0.14 B WB Approach 8.3 0.01 A 8.5 0.01 A 8.9 0.10 A Meridian/Indian Rock 13.6 B 14.7 B 14.5 B NB Approach 8.8 0.04 A 9.0 0.05 A 9.2 0.07 A EB Approach 13.6 0.04 B 14.7 0.05 B 14.5 0.07 B Wagner/Ridgebury 9.2 A NB Approach 8.7 0.02 A SB Approach 9.2 0.01 A EB Approach 7.2 0.00 A WB Approach 7.2 0.00 A Wagner/Venable 8.7 A WB Approach 8.7 0.01 A SB Approach 6.1 0.01 A North Venable Approach 10.1 B WB Approach 10.1 0.07 B SB Approach 7.3 0.03 A South Venable Approach 9.6 A WB Approach 9.6 0.03 A SB Approach 7.4 0.02 A Intersection Analysis Required Improvements Due to Existing Traffic Conditions The intersection of Ustick Road and Venable Lane operates at an acceptable level of service under existing AM and PM traffic conditions. The volume to capacity ratio on all lane groups is below 0.90. No improvements are required to mitigate existing traffic conditions. The intersection of Meridian Road and Indian Rocks Street operates at an acceptable level of service under existing AM and PM traffic conditions. The volume to capacity ratio on all lane groups is below 0.90. No improvements are required to mitigate existing traffic conditions. Required Improvements Due to 2020 Background Traffic Conditions The intersection of Ustick Road and Venable Lane is anticipated operate at an acceptable level of service under background AM and PM traffic conditions. The volume to capacity ratio on all lane groups is anticipated to be below 0.90. No improvements are required to mitigate background traffic conditions. The intersection of Meridian Road and Indian Rocks Street is anticipated to operate at an acceptable level of service under background AM and PM traffic conditions. The volume S: IprojectslARCHIVE118-08 SummertownldocslSummertown TIS.docx Page 15 ThompsonEngineers Traffic and Civil Inc. Traffic Impact Study Summertown Subdivision, Meridian, Idaho to capacity ratio on all lane groups is anticipated to be below 0.90. No improvements are required to mitigate background traffic conditions. Required Due to 2020 Total Traffic Conditions The intersection of Ustick Road and Venable Lane is anticipated operate at an acceptable level of service under total AM and PM traffic conditions. The volume to capacity ratio on all lane groups is anticipated to be below 0.90. No improvements are required to mitigate total traffic conditions. The intersection of Meridian Road and Indian Rocks Street is anticipated to operate at an acceptable level of service under total AM and PM traffic conditions. The volume to capacity ratio on all lane groups is anticipated to be below 0.90. No improvements are required to mitigate total traffic conditions. Roadway Analysis Roadway segments are analyzed under build out year peak hour traffic in accordance with the ACHD Development Policy Manual. Local roads are assessed using the daily volume of traffic. Results are shown in Table 7. Table 6 - Roadway Segment ADT Roadway Segment Location Existing Traffic Off Site Traffic Site Traffic Total Traffic North of Ridgebury Ave Indian Rock 56 0 315 371 � f o EEast asto Indian Rock St Ridgebury 393 0 315 708 The maximum allowable daily traffic on a local road is 2,000 vehicles per day. The total traffic on Ridgebury Avenue and Indian Rock Street will fall well below the allowable threshold. Collector roads are assessed based on the peak hour directional volume. The maximum peak hour directional volume allowed on a collector road, according to Table 2 in Section 7100 of the Development Policy Manual, is 425 vehicles per hour. In review of Figures 10 and 11, the maximum anticipated directional volume will be 125 vehicles per hour. Site Access All site accesses are anticipated to operate at an acceptable level of service. The developer is proposing three access points on Venable Lane. The ACHD Development Policy Manual requires driveways on collector roads be separated by 245 feet for a 25 mph posted speed. As shown in Figure 12, the two southerly driveways meet this spacing requirement. The north driveway is located between Ustick Road and a driveway for the apartments to the west. This spacing does not meet policy and will require an exception. The south driveway is offset from Stanhope Street by about 100 feet. This approach will require an exception. The volume on both of these streets will be very low and will remain very low, so an exception to policy may be allowed. S (projects I ARCHIVEI18-08 Summertown I docs I Summertown TIS. docx Page 16 Thompson Engineers Summertown Subdivision, Meridian, Idaho Traffic and Civil Traffic Impact Study Inc. Site Circulation Anticipate internal daily traffic volumes are shown in Figure 12. None of the internal roadways are expected to exceed 1,000 vehicles per day. Figure 12 - Internal Daily Traffic Volumes 1! plIIIUI�ItiU�iII.lI� �IIII11�I a !V 17- V_l IM 77� 19ci'1 I� 7 ELT P L_—.—�.I S (projects I ARCHIVEI18-08 Summertown I docs I Summertown TIS. docx Page 17 ThompsonEngineers Traffic and Civii Inc. Turn Lanes Traffic Impact Study Summertown Subdivision, Meridian, Idaho Right turn lanes are analyzed using the guidelines in the ACHD Development Policy Manual. Table 7 - Right Turn Lane Data Figure 13 - Right Turn Lane Guidelines for Four Lane Road INPUT Roadway geometry: 4 -lane roadway Variable Through Right Critical Roadway Intersection Right -turn volume, \eh/h: Traffic Turns Movement Ustick Road Venable AM Peak 860 8 PM Peak 528 25 X Figure 13 - Right Turn Lane Guidelines for Four Lane Road INPUT Roadway geometry: 4 -lane roadway Variable Value Major -road speed, mph: 50 Major -road volume (one direction), \sh/h: 528 Right -turn volume, \eh/h: 25 f67Ii71ili Variable Value Limiting right -tum volume, voh/h: 49 Guidance for determining the need for a major -road right -turn bay for a 4 -lane roadway: Do NOT add right -turn bay. Based on the posted speed limit, a right turn lane is not warranted for the eastbound right turn movement on Ustick Road at Venable Lane. There is an existing two way center left turn lane in Ustick Road. A left turn lane analysis is not required. CONCLUSIONS This study identifies transportation impacts associated with the proposed Summertown Development in Meridian Idaho. The project is a single and multi family development. Below are the findings of this report: ■ Based on the trip generation methods recommended in the Trip Generation Manual, the site will generate 2,076 trips per day, of which 132 trips will occur during the AM peak hour and 161 trips will occur during the PM peak hour. ■ Ustick Road was recently widened from two lanes to five lanes, and included curb, gutter and sidewalk. S (projects I ARCHIVEI18-08 Summertown I docs I Summertown TIS. docx Page 18 Thompson Engineers Traffic and Civil Inc. Traffic Impact Study Summertown Subdivision, Meridian, Idaho ■ The intersection of Ustick Road and Venable Lane will operate at LOS C under background traffic conditions in the build out year. The southbound approach will operate at LOS C and will have a v/c of 0.38. ■ The intersection of Ustick Road and Venable Lane will operate at LOS D under total traffic conditions in the build out year. The southbound approach will operate at LOS D and will have a v/c of 0.49. ■ The intersection of Meridian Road and Indian Rocks Street will operate at LOS B under background traffic conditions, and LOS B under total traffic conditions in the build out year. The critical peak hour is in the PM peak hour. ■ Traffic from the subdivision to the west will divert to Venable Lane when Venable Lane is improved and the barriers to the two approaches are removed. This traffic will not be diverted until the road is improved by this development; therefore will only affect total traffic conditions. ■ The three access points on Venable Lane will operate at acceptable levels of service under total traffic conditions. ■ Venable Lane will operate at better than level of service D under total traffic conditions, which is acceptable for a collector road. ■ The site will impact Ridgebury Avenue and Indian Rocks Street, local roads. Under total traffic conditions, the total volume on these roads is anticipated to be less than 1,000 vehicles per day. ■ All internal roads will carry less than 1,000 vehicles per day under total traffic conditions. S (projects I ARCHIVEI18-08 Summertown I docs I Summertown TIS. docx Page 19 ThompsonEngineers f i Tras and Civic Inc. S: IprojectslARCHIVE118-08 SummertownWocslSummertown TIS.docx Page 20 Traffic Impact Study Summertown Subdivision, Meridian, Idaho APPENDIX Scope of work Traffic Counts Off Site Traffic AM HCS Calculations PM HCS Calculations Cable One Webmail FW: Summertown TAZ926.docx From : Mary Ann Waldinger <MWaldinger@compassidaho.org> Subject : FW: Summertown TAZ926.docx To : Daniel Thompson <thompsonengineers@cableone.net> Hi Dan, Here you go. From: Aimee Loudenslager [mailto:Aloudenslager@achdidaho.org] Sent: Wednesday, January 10, 2018 2:35 PM To: Mary Ann Waldinger Cc: Mindy Wallace Subject: RE: Summertown TAZ926.docx Mary Ann, thompsonengineers@cableone.net Wed, Jan 10, 2018 03:23 PM (' 1 attachment ACHD recommends the following segments and intersections to be included in the TIS for Summertown. Intersections: Ustick Road and Venable Lane Meridian Road and Indian Rocks Street Venable Lane and Wrangler Street* Wrangler Street and Ridgebury Avenue All site access points* Segments: Venable Lane from Wrangler Street to Ustick Road Ridgebury Avenue from Indian Rocks Street to Wrangler Street Indian Rocks Street from Ridgebury Avenue to Meridian Road All internal collectors *Venable Lane/Wrangler Street and the north Venable Lane access point do not meet access spacing requirements as shown Let me know if you have any questions. Thanks, Aimee Loudenslager, P.E. Traffic Engineer Ada County Highway District (208) 387-6339 From: Mary Ann Waldinger Sent: Tuesday, January 09, 2018 9:33 AM To: 'Aimee Loudenslager'; Mindy Wallace Subject: Summertown TAZ926.docx Hi Aimee and Mindy, Attached is an area of influence for Summertown. I used a temporary TAZ and added a few local roads to this one (connection to Venable and Ridgeway). Please let me know if you have any questions. Thanks, M Summertown TAZ926.docx 649 KB L2 Data Collection Study: THOM0138 L2DataCollection.com Type: Volume / Direction Idaho (208) 860-7554 Utah (801) 431-299�ndian Rocks b Ridge Haven Way & 3rd Ave VOL Tech: Judd / Klaren Date Start: 31 -Jan -18 Count: Axle Hits / 2 Date End: 01 -Feb -18 Indian Rocks between Ridge H. & 3rd Ave Meridian, Idaho Start 31 -Jan -18 Total Time Wed WB EB 12:00 AM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 0 1 1 04:15 1 2 3 04:30 0 2 2 04:45 1 2 3 05:00 0 0 0 05:15 0 1 1 05:30 1 1 2 05:45 1 1 2 06:00 0 0 0 06:15 0 2 2 06:30 0 3 3 06:45 1 2 3 07:00 1 9 10 07:15 1 6 7 07:30 0 2 2 07:45 1 1 2 08:00 2 5 7 08:15 1 6 7 08:30 2 9 11 08:45 2 5 7 09:00 3 7 10 09:15 2 4 6 09:30 2 3 5 09:45 2 3 5 10:00 1 4 5 10:15 2 3 5 10:30 1 0 1 10:45 2 7 9 11:00 3 1 4 11:15 3 1 4 11:30 1 2 3 11:45 5 6 11 Total 42 101 143 Percent 29.4% 70.6% Peak - 11:00 08:15 - - - - - - 08:15 Vol. - 12 27 - - - - - - 35 P.H.F. 0.600 0.750 0.795 Page 1 L2 Data Collection Study: THOM0138 L2DataCollection.com Type: Volume / Direction Idaho (208) 860-7554 Utah (801) 431-299�ndian Rocks b Ridge Haven Way & 3rd Ave VOL Tech: Judd / Klaren Date Start: 31 -Jan -18 Count: Axle Hits / 2 Date End: 01 -Feb -18 Indian Rocks between Ridge H. & 3rd Ave Meridian, Idaho Start 31 -Jan -18 Total Time Wed WB EB 12:00 PM 1 5 6 12:15 2 2 4 12:30 0 0 0 12:45 2 2 4 01:00 1 1 2 01:15 4 2 6 01:30 2 0 2 01:45 2 6 8 02:00 1 3 4 02:15 3 4 7 02:30 2 1 3 02:45 4 3 7 03:00 7 6 13 03:15 4 4 8 03:30 4 5 9 03:45 5 7 12 04:00 7 3 10 04:15 4 5 9 04:30 2 2 4 04:45 4 3 7 05:00 8 4 12 05:15 3 3 6 05:30 11 2 13 05:45 4 4 8 06:00 7 3 10 06:15 6 6 12 06:30 6 3 9 06:45 3 2 5 07:00 3 0 3 07:15 1 1 2 07:30 4 2 6 07:45 4 2 6 08:00 1 0 1 08:15 1 2 3 08:30 2 0 2 08:45 0 2 2 09:00 2 0 2 09:15 2 0 2 09:30 0 1 1 09:45 1 0 1 10:00 0 2 2 10:15 1 2 3 10:30 0 0 0 10:45 2 0 2 11:00 2 0 2 11:15 0 0 0 11:30 2 0 2 11:45 2 1 3 Total 139 106 245 Percent 56.7% 43.3% Peak - 17:30 15:00 - - - - - - 17:30 Vol. - 28 22 - - - - - - 43 P.H.F. 0.636 0.786 0.827 Page 2 L2 Data Collection Study: THOM0138 L2DataCollection.com Type: Volume / Direction Idaho (208) 860-7554 Utah (801) 431-299�ndian Rocks b Ridge Haven Way & 3rd Ave VOL Tech: Judd / Klaren Date Start: 31 -Jan -18 Count: Axle Hits / 2 Date End: 01 -Feb -18 Indian Rocks between Ridge H. & 3rd Ave Meridian, Idaho Start 01 -Feb -18 Total Time Thu WB EB 12:00 AM 0 0 0 12:15 0 0 0 12:30 0 0 0 12:45 0 0 0 01:00 0 0 0 01:15 0 2 2 01:30 0 0 0 01:45 1 0 1 02:00 0 0 0 02:15 1 0 1 02:30 0 1 1 02:45 0 0 0 03:00 0 0 0 03:15 0 0 0 03:30 0 0 0 03:45 0 0 0 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total 2 3 5 Percent 40.0% 60.0% Peak - 01:30 00:30 - - - - - - 01:00 Vol. - 2 2 - - - - - - 3 P.H.F. 0.500 0.250 0.375 Grand 183 210 393 Total Percent 46.6% 53.4% Page 3 L2 Data Collection Study: THOM0138 L2DataCollection.com Type: Volume / Direction Idaho (208) 860-7554 Utah (801) 431-2990,idgebury Ave b Indian Rocks & Wrangler St VOL Tech: Judd / Klaren Date Start: 31 -Jan -18 Count: Axle Hits / 2 Date End: 01 -Feb -18 Ridgebury between Indian Rocks& Wrangler Meridian, Idaho Start 31 -Jan -18 Total Time Wed SB NB 12:00 AM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 0 0 0 04:15 0 1 1 04:30 0 0 0 04:45 0 1 1 05:00 0 0 0 05:15 0 0 0 05:30 0 0 0 05:45 0 0 0 06:00 0 0 0 06:15 0 0 0 06:30 0 1 1 06:45 1 0 1 07:00 4 0 4 07:15 2 0 2 07:30 0 0 0 07:45 0 0 0 08:00 0 0 0 08:15 0 0 0 08:30 0 0 0 08:45 0 0 0 09:00 0 0 0 09:15 1 0 1 09:30 1 0 1 09:45 2 1 3 10:00 2 0 2 10:15 2 2 4 10:30 0 0 0 10:45 0 1 1 11:00 1 1 2 11:15 0 0 0 11:30 0 0 0 11:45 0 0 0 Total 16 8 24 Percent 66.7% 33.3% Peak - 06:30 10:15 - - - - - - 09:30 Vol. - 7 4 - - - - - - 10 P.H.F. 0.438 0.500 0.625 Page 1 L2 Data Collection Study: THOM0138 L2DataCollection.com Type: Volume / Direction Idaho (208) 860-7554 Utah (801) 431-2990,idgebury Ave b Indian Rocks & Wrangler St VOL Tech: Judd / Klaren Date Start: 31 -Jan -18 Count: Axle Hits / 2 Date End: 01 -Feb -18 Ridgebury between Indian Rocks& Wrangler Meridian, Idaho Start 31 -Jan -18 Total 12:00 PM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 0 0 0 2 0 0 1 1 1 0 0 0 0 0 0 1 0 0 0 0 2 0 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 Total 10 22 32 Percent 31.3% 68.8% Peak - 12:45 15:15 - - - - - - 16:45 Vol. - 3 5 - - - - - - 7 P.H.F. 0.375 0.625 0.583 Page 2 L2 Data Collection Study: THOM0138 L2DataCollection.com Type: Volume / Direction Idaho (208) 860-7554 Utah (801) 431-2990,idgebury Ave b Indian Rocks & Wrangler St VOL Tech: Judd / Klaren Date Start: 31 -Jan -18 Count: Axle Hits / 2 Date End: 01 -Feb -18 Ridgebury between Indian Rocks& Wrangler Meridian, Idaho Start 01 -Feb -18 Total Time Thu SB NB 12:00 AM 0 0 0 12:15 0 0 0 12:30 0 0 0 12:45 0 0 0 01:00 0 0 0 01:15 0 0 0 01:30 0 0 0 01:45 0 0 0 02:00 0 0 0 02:15 0 0 0 02:30 0 0 0 02:45 0 0 0 03:00 0 0 0 03:15 0 0 0 03:30 0 0 0 03:45 0 0 0 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total 0 0 0 Percent 0.0% 0.0% Peak - - - - - - - - - - Vol. - - - - - - - - - - P.H.F. Grand 26 30 56 Total Percent 46.4% 53.6% Page 3 L2 Data Collection Study: THOM0138 L2DataCollection.com Type: Volume / Direction Idaho (208) 860-7554 Utah (801) 431-299Anable Ln between Ustick Rd & Stanhope St VOL Tech: Judd / Klaren Date Start: 31 -Jan -18 Count: Axle Hits / 2 Date End: 01 -Feb -18 Venable Ln between Ustick &* Stanhope Meridian, Idaho Start 31 -Jan -18 Total Time Wed SB NB 12:00 AM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 0 0 0 04:15 0 0 0 04:30 0 0 0 04:45 0 0 0 05:00 0 0 0 05:15 0 0 0 05:30 0 0 0 05:45 0 0 0 06:00 0 0 0 06:15 0 0 0 06:30 0 0 0 06:45 0 0 0 07:00 0 0 0 07:15 0 0 0 07:30 0 1 1 07:45 1 0 1 08:00 0 0 0 08:15 2 0 2 08:30 0 0 0 08:45 0 0 0 09:00 0 0 0 09:15 0 0 0 09:30 0 0 0 09:45 0 0 0 10:00 0 0 0 10:15 0 0 0 10:30 0 0 0 10:45 0 0 0 11:00 2 1 3 11:15 0 0 0 11:30 2 0 2 11:45 0 0 0 Total 7 2 9 Percent 77.8% 22.2% Peak - 10:45 06:45 - - - - - - 10:45 Vol. - 4 1 - - - - - - 5 P.H.F. 0.500 0.250 0.417 Page 1 L2 Data Collection Study: THOM0138 L2DataCollection.com Type: Volume / Direction Idaho (208) 860-7554 Utah (801) 431-299Anable Ln between Ustick Rd & Stanhope St VOL Tech: Judd / Klaren Date Start: 31 -Jan -18 Count: Axle Hits / 2 Date End: 01 -Feb -18 Venable Ln between Ustick W Stanhope Meridian, Idaho Start 31 -Jan -18 Total 12:00 PM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 2 1 1 0 2 0 1 0 1 0 0 0 0 0 0 0 0 0 1 1 3 2 1 1 0 0 1 0 0 0 1 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 Total 21 26 47 Percent 44.7% 55.3% Peak - 16:30 14:30 - - - - - - 16:45 Vol. - 7 10 - - - - - - 11 P.H.F. 0.583 0.500 0.550 Page 2 L2 Data Collection Study: THOM0138 L2DataCollection.com Type: Volume / Direction Idaho (208) 860-7554 Utah (801) 431-299Anable Ln between Ustick Rd & Stanhope St VOL Tech: Judd / Klaren Date Start: 31 -Jan -18 Count: Axle Hits / 2 Date End: 01 -Feb -18 Venable Ln between Ustick W Stanhope Meridian, Idaho Start 01 -Feb -18 Total Time Thu SB NB 12:00 AM 0 0 0 12:15 0 0 0 12:30 0 0 0 12:45 0 0 0 01:00 0 0 0 01:15 0 0 0 01:30 0 0 0 01:45 0 0 0 02:00 0 0 0 02:15 0 0 0 02:30 0 0 0 02:45 0 0 0 03:00 0 0 0 03:15 0 1 1 03:30 0 0 0 03:45 0 0 0 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07:30 07:45 08:00 08:15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 Total 0 1 1 Percent 0.0% 100.0% Peak - - 02:30 - - - - - - 02:30 Vol. - - 1 - - - - - - 1 P.H.F. 0.250 0.250 Grand 28 29 57 Total Percent 49.1% 50.9% Page 3 Study: THOM0138 Intersection: Meridian Rd / Indian Rocks City, State: Meridian, Idaho Control: Stop Sign L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Grouns Printed- General Traffic File Name : Meridian Rd & Indian Rocks St Site Code : 00000000 Start Date : 1/31/2018 Page No : 1 04:00 PM 04:15 PM 04:30 PM 04:45 PM 1 4 2 1 Venable Lane 2 0 0 0 136 163 131 142 Venable Lane 8 6 4 8 0 0 0 0 Stanhope Street 2 2 6 5 0 1 1 0 3 0 2 0 5 3 9 5 From North Total 8 From South 2 572 From West 26 0 Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds A Total Int. Total 07:00 AM 0 144 0 144 54 2 0 56 16 0 2 18 218 07:15 AM 0 173 0 173 79 2 0 81 8 0 1 9 263 07:30 AM 0 216 1 217 97 1 0 98 6 0 0 6 321 07745 AM 1 220 0 221 100 1 0 101 3 2 0 5 327 Total 1 753 1 755 330 6 0 336 33 2 3 38 1129 08:00 AM 1 163 0 164 77 2 0 79 5 4 0 9 252 08:15 AM 1 157 0 158 106 5 0 111 9 2 4 15 284 08:30 AM 1 147 0 148 87 0 0 87 10 3 0 13 248 08:45 AM 1 139 0 140 83 2 0 85 4 4 0 8 233 Total 4 606 0 610 353 9 0 362 28 13 4 45 1017 04:00 PM 04:15 PM 04:30 PM 04:45 PM 1 4 2 1 133 159 129 141 2 0 0 0 136 163 131 142 169 172 197 190 8 6 4 8 0 0 0 0 177 178 201 198 2 2 6 5 0 1 1 0 3 0 2 0 5 3 9 5 318 344 341 345 Total 8 562 2 572 728 26 0 754 15 2 5 22 1348 05:00 PM 3 110 0 113 245 7 0 252 3 0 2 5 370 05:15 PM 2 130 0 132 209 10 0 219 4 1 0 5 356 05:30 PM 2 136 0 138 207 15 0 222 2 2 0 4 364 05:45 PM 1 110 0 111 212 9 0 221 4 1 0 5 337 Total 8 486 0 494 873 41 0 914 13 4 2 19 1427 Grand Total 21 2407 32431 2284 82 0 2366 89 21 14 124 4921 Apprch % 0.9 99 0.1 96.5 3.5 0 71.8 16.9 11.3 Total % 0.4 48.9 0.1 49.4 46.4 1.7 0 48.1 1.8 0.4 0.3 2.5 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 Intersection: Meridian Rd / Indian Rocks City, State: Meridian, Idaho Control: Stop Sign File Name : Meridian Rd & Indian Rocks St Site Code : 00000000 Start Date : 1/31/2018 Page No : 2 Venable Lane Out In Total 2305 2431 1 4736 21 2407 Right Thr u Peds 3§N O N D North FW V1 N a c 1/31/2018 07:00 AM s 1/3112018 05:45 PM w0 d N M a General Traffic O� Left Thru Peds 82 2284 0 2496 2366 4862 Out In Total L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 Intersection: Meridian Rd / Indian Rocks City, State: Meridian, Idaho Control: Stop Sign File Name : Meridian Rd & Indian Rocks St Site Code : 00000000 Start Date : 1/31/2018 Page No :3 Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM Int. Total 07:30 AM Venable Lane From North Venable Lane From South Stanhope Street From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM Int. Total 07:30 AM 0 216 1 217 97 1 0 98 6 0 0 6 321 07:45 AM 1 220 0 221 100 1 0 101 3 2 0 5 327 08:00 AM 1 163 0 164 77 2 0 79 5 4 0 9 252 08715 AM 1 157 0 158 106 5 0 111 9 2 4 15 284 Total Volume 3 756 1 760 380 9 0 389 23 8 4 35 1184 A. Total 0.4 99.5 0.1 Out VP InTotal 97.7 2.3 0 65.7 22.9 11.4 15 —HF .750 .859 .250 .860 .896 .450 .000 .876 .639 .500 .250 .583 .905 Venable Lane Out In Total 388 760 1 1148 3 756 1 Right Thru Peds Peak Hour Data my a� North (n C M — CO N o Peak Hour Begins at 07:30 A L m N u General Traffic �0 a I Left Thru Peds 9 380 0 779 389 F 1168 Out VP InTotal L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 Intersection: Meridian Rd / Indian Rocks City, State: Meridian, Idaho Control: Stop Sign File Name : Meridian Rd & Indian Rocks St Site Code : 00000000 Start Date : 1/31/2018 Page No : 4 Venable Lane From North Venable Lane From South Stanhope Street From West Start Time Right Thru Peds I App. Total Thru Left I Peds I App. Total Right Left Peds I App. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 reaK riour Tor tacn /Approacn begins au Venable Lane In - Peak Hour: 07:15 AM 775 21 7721 1 07:15 AM Right ThrU Peds 07:30 AM Peak Hour Data a 08:00 AM +0 mins. 0 173 0 173 97 1 0 98 5 4 0 9 +15 mins. 0 216 1 217 100 1 0 101 9 2 4 15 +30 mins. 1 220 0 221 77 2 0 79 10 3 0 13 +45 mins. 1 163 0 164 106 5 0 111 4 4 0 8 Total Volume 2 772 1 775 380 9 0 389 28 13 4 45 % App. Total 0.3 .500 99.6 .877 0.1 .250 .877 97.7 2.3 0 62.2 1 .700 28.9 .813 8.9 .250 .750 PHF _ 1 .896 .450 .000 .876 Int. Total Venable Lane In - Peak Hour: 07:15 AM 775 21 7721 1 Right ThrU Peds Peak Hour Data a I 9 a)o (D North I3 N N L =° L Y �m 1 General Traffic M N 6r) o - V N c a. Left Thru Peds 9 3801 0 389 In - Peak Hour: 0730 AM Int. Total L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 Intersection: Meridian Rd / Indian Rocks City, State: Meridian, Idaho Control: Stop Sign File Name : Meridian Rd & Indian Rocks St Site Code : 00000000 Start Date : 1/31/2018 Page No : 5 Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beoins at 04:45 PM Int. Total 04:45 PM Venable Lane From North Venable Lane From South Stanhope Street From West Start Time Right Thru Peds I App. Total Thru Left Peds I App. Total Right Left Peds I App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beoins at 04:45 PM Int. Total 04:45 PM 1 141 0 142 190 8 0 198 5 0 0 5 345 05:00 PM 3 110 0 113 245 7 0 252 3 0 2 5 370 05:15 PM 2 130 0 132 209 10 0 219 4 1 0 5 356 05:30 PM 2 136 0 138 207 15 0 222 2 2 0 4 364 Total Volume 8 517 0 525 851 40 0 891 14 3 2 19 1435 % App. Total 1 1.5 98.5 0 95.5 4.5 0 1 73.7 15.8 10.5 PHF 1 .667 .917 .000 .924 f .868 .667 .000 .884 .700 .375 .250 .950 t .970 Venable Lane Out In Total 854 525 1 1379 8 517 0 Right Thru Peds Peak Hour Data F M C North � rn c� —°� vL o L Peak Hour Begins at 04:45 P M w General Traffic SOF a Left Thru Peds 40 851 0 5-3-11 891 1422 Out InTotal L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 Intersection: Meridian Rd / Indian Rocks City, State: Meridian, Idaho Control: Stop Sign File Name : Meridian Rd & Indian Rocks St Site Code : 00000000 Start Date : 1/31/2018 Page No :6 Venable Lane From North Venable Lane From South Stanhope Street From West Start Time Right Thru I Peds I App. Total Thru Left I Peds I App. Total Right Left Peds I App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 reaK rlour Tor tacn Approacn begins au In - Peak Hour: 04:00 PM 572 81 5621 2 04:00 PM 05:00 PM 04:30 PM +0 mins. 1 133 2 136 245 7 0 252 6 1 2 9 +15 mins. 4 159 0 163 209 10 0 219 5 0 0 5 +30 mins. 2 129 0 131 207 15 0 222 3 0 2 5 +45 mins. 1 141 0 142 212 9 0 221 4 1 0 5 Total Volume 8 562 2 572 873 41 0 914 18 2 4 24 % App. Total 1.4 98.3 0.3 95.5 4.5 0 75 8.3 16.7 PHF .500 .884 .250 .877 1 .891 .683 .000 .907 1 .750 .500 .500 .667 Int. Total Venable Lane In - Peak Hour: 04:00 PM 572 81 5621 2 Right Thru Peds Peak Hour Data dCD N -� North �o , V) a0 oY �°_'� General Traffic V N N o - c D_ � T Left Thru Peds 41 8731 0 914 In - Peak Hour: 0500 PM Int. Total Study: THOM0138 Intersection: Meridian Rd / Indian Rocks City, State: Meridian, Idaho Control: Stop Sign L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Image 1 File Name : Meridian Rd & Indian Rocks St Site Code : 00000000 Start Date : 1/31/2018 Page No :7 Study: THOM0138 Intersection: Meridian Rd / Indian Rocks City, State: Meridian, Idaho Control: Stop Sign L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Grouns Printed- General Traffic File Name : Meridian Rd & Indian Rocks St Site Code : 00000000 Start Date : 1/31/2018 Page No : 1 04:00 PM 04:15 PM 04:30 PM 04:45 PM 1 4 2 1 Meridian Road 2 0 0 0 136 163 131 142 Meridian Road 8 6 4 8 0 0 0 0 Indian Rocks Street 2 2 6 5 0 1 1 0 3 0 2 0 5 3 9 5 From North Total 8 From South 2 572 From West 26 0 Start Time Right Thru Peds App. Total Thru Left T Peds App. Total Right Left Peds A Total Int. Total 07:00 AM 0 144 0 144 54 2 0 56 16 0 2 18 218 07:15 AM 0 173 0 173 79 2 0 81 8 0 1 9 263 07:30 AM 0 216 1 217 97 1 0 98 6 0 0 6 321 07745 AM 1 220 0 221 100 1 0 101 3 2 0 5 327 Total 1 753 1 755 330 6 0 336 33 2 3 38 1129 08:00 AM 1 163 0 164 77 2 0 79 5 4 0 9 252 08:15 AM 1 157 0 158 106 5 0 111 9 2 4 15 284 08:30 AM 1 147 0 148 87 0 0 87 10 3 0 13 248 08:45 AM 1 139 0 140 83 2 0 85 4 4 0 8 233 Total 4 606 0 610 353 9 0 362 28 13 4 45 1017 04:00 PM 04:15 PM 04:30 PM 04:45 PM 1 4 2 1 133 159 129 141 2 0 0 0 136 163 131 142 169 172 197 190 8 6 4 8 0 0 0 0 177 178 201 198 2 2 6 5 0 1 1 0 3 0 2 0 5 3 9 5 318 344 341 345 Total 8 562 2 572 728 26 0 754 15 2 5 22 1348 05:00 PM 3 110 0 113 245 7 0 252 3 0 2 5 370 05:15 PM 2 130 0 132 209 10 0 219 4 1 0 5 356 05:30 PM 2 136 0 138 207 15 0 222 2 2 0 4 364 05:45 PM 1 110 0 111 212 9 0 221 4 1 0 5 337 Total 8 486 0 494 873 41 0 914 13 4 2 19 1427 Grand Total 21 2407 32431 2284 82 0 2366 89 21 14 124 4921 Apprch % 0.9 99 0.1 96.5 3.5 0 71.8 16.9 11.3 Total % 0.4 48.9 0.1 49.4 46.4 1.7 0 48.1 1.8 0.4 0.3 2.5 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 Intersection: Meridian Rd / Indian Rocks City, State: Meridian, Idaho Control: Stop Sign File Name : Meridian Rd & Indian Rocks St Site Code : 00000000 Start Date : 1/31/2018 Page No : 2 Meridian Road Out In Total 2305 2431 1 4736 21 2407 Right Thr u Peds 3§N O N d~ N� 9 North X C00t 1/31/2018 07:00 AM 1/3112018 05:45 PM C COts N M 4)General Traffic —O Left Thru Peds 82 2284 0 2496 2366 4862 Out In Total L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 Intersection: Meridian Rd / Indian Rocks City, State: Meridian, Idaho Control: Stop Sign File Name : Meridian Rd & Indian Rocks St Site Code : 00000000 Start Date : 1/31/2018 Page No :3 Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM Int. Total 07:30 AM Meridian Road From North Meridian Road From South Indian Rocks Street From West Start Time Ri ht Thru T Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM Int. Total 07:30 AM 0 216 1 217 97 1 0 98 6 0 0 6 321 07:45 AM 1 220 0 221 100 1 0 101 3 2 0 5 327 08:00 AM 1 163 0 164 77 2 0 79 5 4 0 9 252 08715 AM 1 157 0 158 106 5 0 111 9 2 4 15 284 Total Volume 3 756 1 760 380 9 0 389 23 8 4 35 1184 A. Total 0.4 99.5 0.1 97.7 2.3 0 65.7 22.9 11.4 15 —HF .750 .859 .250 .860 .896 .450 .000 .876 .639 .500 .250 .583 .905 Meridian Road Out In Total 388 760 1 1148 3 756 1 Right Thru Peds Peak Hour Data 0� o P North �a 1 Peak Hour Begins at 07:30 A m N No General Traffic � p o_ I Left Thru Peds 9 380 0 779 389 F 1168 OutIn Total L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 Intersection: Meridian Rd / Indian Rocks City, State: Meridian, Idaho Control: Stop Sign File Name : Meridian Rd & Indian Rocks St Site Code : 00000000 Start Date : 1/31/2018 Page No : 4 Meridian Road From North Meridian Road From South Indian Rocks Street From West Start Time Right Thru Peds I App. Total I Thru Left I Peds I App. Total Right Left Peds I App. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 reaK riour Tor tacn /Approacn begins au Meridian Road In - Peak Hour: 07:15 AM 775 21 7721 1 07:15 AM Right ThrU Peds 07:30 AM Peak Hour Data Q 08:00 AM +0 mins. 0 173 0 173 97 1 0 98 5 4 0 9 +15 mins. 0 216 1 217 100 1 0 101 9 2 4 15 +30 mins. 1 220 0 221 77 2 0 79 10 3 0 13 +45 mins. 1 163 0 164 106 5 0 111 4 4 0 8 Total Volume 2 772 1 775 380 9 0 389 28 13 4 45 % App. Total 0.3 .500 99.6 .877 0.1 .250 .877 97.7 2.3 0 62.2 1 .700 28.9 .813 8.9 .250 .750 PHF _ 1 .896 .450 .000 .876 Int. Total Meridian Road In - Peak Hour: 07:15 AM 775 21 7721 1 Right ThrU Peds Peak Hour Data Q C (D North �o Y 3 N L O_° �m 1 General Traffic Y 19a vD —� a Left Thru Peds 9 3801 0 389 In - Peak Hour: 07:30 AM M. nd An Road Int. Total L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 Intersection: Meridian Rd / Indian Rocks City, State: Meridian, Idaho Control: Stop Sign File Name : Meridian Rd & Indian Rocks St Site Code : 00000000 Start Date : 1/31/2018 Page No : 5 Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beoins at 04:45 PM Int. Total 04:45 PM Meridian Road From North Meridian Road From South Indian Rocks Street From West Start Time Right Thru Peds I App. Total Thru Left Peds I A . Total Right Left Peds I App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beoins at 04:45 PM Int. Total 04:45 PM 1 141 0 142 190 8 0 198 5 0 0 5 345 05:00 PM 3 110 0 113 245 7 0 252 3 0 2 5 370 05:15 PM 2 130 0 132 209 10 0 219 4 1 0 5 356 05:30 PM 2 136 0 138 207 15 0 222 2 2 0 4 364 Total Volume 8 517 0 525 851 40 0 891 14 3 2 19 1435 % App. Total 1.5 98.5 0 Out In Total 95.5 4.5 0 73.7 15.8 10.5 PHF .667 .917 .000 .924 f .868 .667 .000 .884 .700 .375 .250 .950 t .970 Meridian Road Out In Total 854 525 1 1379 8 517 0 Right Thru Peds Peak Hour Data � N M � North —°� Peak Hour Begins at 04:45 P m 00 w General Traffic ID Opr a Left Thru Peds 40 851 0 5-3-11 891 1422 Out In Total L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 Intersection: Meridian Rd / Indian Rocks City, State: Meridian, Idaho Control: Stop Sign File Name : Meridian Rd & Indian Rocks St Site Code : 00000000 Start Date : 1/31/2018 Page No :6 Meridian Road From North Meridian Road From South Indian Rocks Street From West Start Time Right Thru I Peds I App. Total I Thru Left I Peds I App. Total Right Left Peds I App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 reaK dour Tor tacn Approacn begins au In - Peak Hour: 04:00 PM 572 81 5621 2 04:00 PM 05:00 PM 04:30 PM +0 mins. 1 133 2 136 245 7 0 252 6 1 2 9 +15 mins. 4 159 0 163 209 10 0 219 5 0 0 5 +30 mins. 2 129 0 131 207 15 0 222 3 0 2 5 +45 mins. 1 141 0 142 212 9 0 221 4 1 0 5 Total Volume 8 562 2 572 873 41 0 914 18 2 4 24 % App. Total 1.4 98.3 0.3 95.5 4.5 0 75 8.3 16.7 PHF .500 .884 .250 .877 1 .891 .683 .000 .907 1 .750 .500 .500 .667 Int. Total Meridian Road In - Peak Hour: 04:00 PM 572 81 5621 2 Right Thru Peds Peak Hour Data a15 CD N d -� North �o v 0 _ �°_'� General Traffic Y ;5 CL d � a T Left Thru Peds 41 8731 0 914 In - Peak Hour: 05:00 PM Int. Total Study: THOM0138 Intersection: Meridian Rd / Indian Rocks City, State: Meridian, Idaho Control: Stop Sign L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Image 1 File Name : Meridian Rd & Indian Rocks St Site Code : 00000000 Start Date : 1/31/2018 Page No :7 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 File Name : Stanhope Street & Venable Lane Intersection: Stanhope St / Venable Lane Site Code : 00000000 City, State: Meridian, Idaho Start Date : 1/31/2018 Control: No Control Page No : 1 Groups Printed- General Traffic Venable Lane Venable Lane Stanhope Street From North From South From West 07:30 AM 0 0 00 0 0 0 0 0 1 0 1 1 07:45 AM 1 0 0 1 0 0 0 0 0 0 0 0 1 Total 1 0 0 1 0 0 0 0 0 1 0 1 2 08:15 AMI 2 0 0 2 0 0 0 0 0 0 0 0 2 Total 2 0 0 2 0 0 0 0 0 0 0 0 2 04745 PM 1 0 0 1 0 0 0 0 0 10 0 0� 2 Total 2 0 0 2 0 0 0 0 0 1 0 1 3 05:00 PM 2 1 0 3 0 0 0 0 0 0 0 0 3 05:15 PM 2 0 0 2 1 0 0 1 0 0 0 0 3 05:30 PM 0 1 0 1 1 0 0 1 0 1 0 1 3 05:45 PM 1 0 0 1 0 0 0 0 0 0 0 0 1 Total 5 2 0 7 2 0 0 2 0 1 0 1 10 Grand Total 10 2 0 12 2 0 02 0 3 0 3 17 Apprch % 83.3 16.7 0 100 0 0 0 100 0 Total % 58.8 11.8 0 70.6 11.8 0 0 11.8 0 17.6 0 17.6 L2 Data Collection L21DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 File Name Intersection: Stanhope St / Venable Lane Site Code City, State: Meridian, Idaho Start Date Control: No Control Page No Stanhope Street & Venable Lane 00000000 1/31/2018 2 Venable Lane Out In Total 55 12 1 17 10 2 0 Right Thr u Peds H y� I m North M CL c 1/31/2018 07:00 AM r c 1/3112018 05:45 PM CO � N General Traffic O Left Thru Peds 0 2 0 0 2 Out In Total L2 Data Collection L21DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 File Name Intersection: Stanhope St / Venable Lane Site Code City, State: Meridian, Idaho Start Date Control: No Control Page No Stanhope Street & Venable Lane 00000000 1/31/2018 3 L:::Start Venable Lane From North Venable Lane From South Stanhope Street From West Time Right Thru Peds I App. Total I Thru Left Peds I App. Total Right Left Peds I App. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM Int. Total 07:30 AM 0 0 0 0 0 0 0 0 0 1 0 1 1 07:45 AM 1 0 0 1 0 0 0 0 0 0 0 0 1 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15 AM 2 0 0 2 0 0 0 0 0 0 0 0 2 Total Volume 3 0 0 3 0 0 0 0 0 1 0 1 4 % App. Total 1 100 0 0 0 0 0 1 0 100 0 PHF 1 .375 .000 .000 .375 t .000 .000 .000 .000 .000 .250 .000 .250 .500 Venable Lane Out In Total 0 3 3 0 0 Right Thru Peds Peak Hour Data North U) C 0" o �m 1 Peak Hour Begins at 07:30 A m O General Traffic O a Left Thru Peds 0 0 0 0 0 Out Vt. InTotal L2 Data Collection L21DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 File Name Intersection: Stanhope St / Venable Lane Site Code City, State: Meridian, Idaho Start Date Control: No Control Page No Stanhope Street & Venable Lane 00000000 1/31/2018 4 Venable Lane From North Venable Lane From South Stanhope Street From West Start Time Right Thru Peds I App. Total Thru Left I Peds I App. Total Right Left Peds I App. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 reaK riour Tor tacn Approacn begins au Venable Lane In - Peak Hour: 07:30 AM 3 31 01 0 07:30 AM Right Thru Peds 07:00 AM Peak Hour Data 07:00 AM +0 mins. 0 0 0 0 0 0 0 0 0 0 0 0 +15 mins. 1 0 0 1 0 0 0 0 0 0 0 0 +30 mins. 0 0 0 0 0 0 0 0 0 1 0 1 +45 mins. 2 0 0 2 0 0 0 0 0 0 0 0 Total Volume 3 0 0 3 0 0 0 0 0 1 0 1 % App. Total 100 0 0 0 0 0 0 .000 100 .250 0 .000 .250 PHF .375 .000 .000 .375 .000 .000 .000 .000 Int. Total Venable Lane In - Peak Hour: 07:30 AM 3 31 01 0 Right Thru Peds Peak Hour Data Q ZF.- d �o North 65 3 O L oY1 General Traffic C CO C�a 0, c d 47 T Left Thru Peds 0 01 0 0 In - Peak Hour: 07:00 AM Int. Total L2 Data Collection L21DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 File Name Intersection: Stanhope St / Venable Lane Site Code City, State: Meridian, Idaho Start Date Control: No Control Page No Stanhope Street & Venable Lane 00000000 1/31/2018 5 Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beoins at 04:45 PM Int. Total 04:45 PM Venable Lane From North Venable Lane From South Stanhope Street From West Start Time Right Thru Peds I App. Total Thru Left Peds I App. Total Right Left Peds I App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beoins at 04:45 PM Int. Total 04:45 PM 1 0 0 1 0 0 0 0 0 1 0 1 2 05:00 PM 2 1 0 3 0 0 0 0 0 0 0 0 3 05:15 PM 2 0 0 2 1 0 0 1 0 0 0 0 3 05:30 PM 0 1 0 1 1 0 0 1 0 1 0 1 3 Total Volume 5 2 0 7 2 0 0 2 0 2 0 2 11 % App. Total 1 71.4 28.6 0 100 0 0 1 0 100 0 PHF 1 .625 .500 .000 .583 t .500 .000 .000 .500 .000 .500 .000 .500 .917 Venable Lane Out In Total ® 7 1 11 5 2 0 Right Thru Peds Peak Hour Data w � N C North N C N o —°� L Q L Peak Hour Begins at 04:45 P a O General Traffic �o a Left Thru Peds 0 2 0 0 2 Out InTotal L2 Data Collection L21DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 File Name Intersection: Stanhope St / Venable Lane Site Code City, State: Meridian, Idaho Start Date Control: No Control Page No Stanhope Street & Venable Lane 00000000 1/31/2018 6 Venable Lane From North Venable Lane From South Stanhope Street From West Start Time Right Thru I Peds I App. Total Thru Left I Peds I App. Total Right Left Peds I App. Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 reaK riour Tor tacn Apprown begins au Venable Lane In - Peak Hour: 04:30 PM 7 61 11 0 04:30 PM Right Thru Peds 04:45 PM Peak Hour Data 04:45 PM N +0 mins. 1 0 0 1 0 0 0 0 0 1 0 1 +15 mins. 1 0 0 1 0 0 0 0 0 0 0 0 +30 mins. 2 1 0 3 1 0 0 1 0 0 0 0 +45 mins. 2 0 0 2 1 0 0 1 0 1 0 1 Total Volume 6 1 0 7 2 0 0 2 0 2 0 2 % App. Total 85.7 14.3 0 100 0 0 0 .000 100 .500 0 .000 .500 PHF .750 .250 .000 .583 .500 .000 .000 .500 Int. Total Venable Lane In - Peak Hour: 04:30 PM 7 61 11 0 Right Thru Peds Peak Hour Data d N � O North N 0o Y General Traffic @ N �a O y c d Left Thru Peds 0 21 0 2 In - Peak Hour: 04:45 PM n. Int. Total L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 File Name Intersection: Stanhope St / Venable Lane Site Code City, State: Meridian, Idaho Start Date Control: No Control Page No Image 1 Stanhope Street & Venable Lane 00000000 1/31/2018 7 Study: THOM0138 Intersection: Ustick Rd / Venable Lane City, State: Meridian, Idaho Control: Stop Sign L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Grouns Printed- General Traffic File Name : Ustick Road & Venable Lane Site Code : 00000000 Start Date : 1/31/2018 Page No : 1 04:00 PM 04:15 PM 04:30 PM 04:45 PM 10 21 14 13 Venable Lane 7 17 8 10 0 1 0 1 Ustick Road 27 23 25 16 187 161 148 159 Venable Lane 0 0 0 0 214 184 174 176 Ustick Road 0 0 0 1 0 0 0 0 0 0 1 0 0 0 1 1 From North 123 143 91 126 13 16 12 15 From East 367 383 300 342 Total 58 From South 42 2 From West 91 655 Start 0 748 0 1 0 1 2 0 483 56 0 539 1392 05:00 PM 18 0 12 0 30 25 211 5 Right Thru Left Peds APP Tol Ri ht Thru Left Peds APP Toa Right Thru Left Peds APP T—i Right Thru Left Peds APPTotalTime 07:00 AM 8 0 23 0 31 2 52 0 0 54 0 0 0 0 0 0 129 4 0 133 _!LT 218 07:15 AM 14 0 27 0 41 4 71 0 0 75 0 0 0 0 0 0 174 8 0 182 298 07:30 AM 19 0 20 0 39 6 105 0 0 111 1 0 0 0 1 0 255 11 0 266 417 07:45 AM 16 0 17 0 33 8 77 1 0 86 0 0 0 0 0 0 188 17 0 205 324 Total 57 0 87 0 144 20 305 1 0 326 1 0 0 0 1 0 746 40 0 786 1257 08:00 AM 30 0 17 0 47 7 73 0 0 80 0 0 0 0 0 0 163 10 0 173 300 08:15 AM 19 0 18 0 37 4 81 2 0 87 0 0 0 0 0 0 142 10 0 152 276 08:30 AM 13 0 16 0 29 5 56 0 0 61 0 0 0 0 0 0 158 9 0 167 257 08:45 AM 10 0 16 0 26 4 78 0 0 82 0 0 0 0 0 0 163 8 0 171 279 Total 72 0 67 0 139 20 288 2 0 310 0 0 0 0 0 0 626 37 0 663 1112 04:00 PM 04:15 PM 04:30 PM 04:45 PM 10 21 14 13 0 1 0 0 7 17 8 10 0 1 0 1 17 40 22 24 27 23 25 16 187 161 148 159 0 0 1 1 0 0 0 0 214 184 174 176 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 0 0 1 1 0 0 0 0 123 143 91 126 13 16 12 15 0 0 0 0 136 159 103 141 367 383 300 342 Total 58 1 42 2 103 91 655 2 0 748 0 1 0 1 2 0 483 56 0 539 1392 05:00 PM 18 0 12 0 30 25 211 5 0 241 0 0 0 0 0 0 113 16 0 129 400 05:15 PM 18 1 11 0 30 24 211 1 0 236 0 0 0 0 0 0 119 29 0 148 414 05:30 PM 11 0 5 0 16 22 185 0 0 207 1 0 0 0 1 0 115 19 0 134 358 05:45 PM 14 0 6 0 20 22 191 1 0 214 0 0 0 0 0 0 100 16 0 116 350 Total 61 1 34 0 96 93 798 7 0 898 1 0 0 0 1 0 447 80 0 527 1522 Grand Total 248 2 230 2 482 224 2046 12 0 2282 2 1 0 1 4 0 2302 213 0 2515 5283 Apprch % 51.5 0.4 47.7 0.4 9.8 89.7 0.5 0 50 25 0 25 0 91.5 8.5 0 Total % 4.7 0 4.4 0 9.1 4.2 38.7 0.2 0 43.2 0 0 0 0 0.1 0 43.6 4 0 47.6 L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 Intersection: Ustick Rd / Venable Lane City, State: Meridian, Idaho Control: Stop Sign File Name : Ustick Road & Venable Lane Site Code : 00000000 Start Date : 1/31/2018 Page No : 2 Venable Lane Out In Total 438 4821 920 2481 21 2301 2 Right Thru Le, ft Peds rn _ N J S A � 0 �' N , North �� 0 L� N F �� C) c A f -S1 61 Y N 1/31/2018 07:00 AM N '� N 1/3112018 05:45 PM m N o -5� N O� General Traffic � OAOO �� d N O N - F+ Left Thru Ri ht Peds 0 1 21 1 14 4 18 Out InTotal L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 Intersection: Ustick Rd / Venable Lane City, State: Meridian, Idaho Control: Stop Sign File Name : Ustick Road & Venable Lane Site Code : 00000000 Start Date : 1/31/2018 Page No :3 Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Beains at 07:15 AM Int. Total 07:15 AM Venable Lane Ustick Road Venable Lane Ustick Road 41 From North From East From South From West Start 0 0 0 0 0 0 174 8 0 182 298 07:30 AM 19 0 20 0 39 6 105 0 Time Right Thru Left Peds App.Total Right Thru Wft�App.otal 11 0 Right Thru Left Peds App.TMi Right Thru Left Peds App.Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Beains at 07:15 AM Int. Total 07:15 AM 14 0 27 0 41 4 71 0 0 75 0 0 0 0 0 0 174 8 0 182 298 07:30 AM 19 0 20 0 39 6 105 0 0 111 1 0 0 0 1 0 255 11 0 266 417 07:45 AM 16 0 17 0 33 8 77 1 0 86 0 0 0 0 0 0 188 17 0 205 324 08:00 AM 30 0 17 0 47 7 73 0 0 80 0 0 0 0 0 0 163 10 0 173 300 Total Volume 79 0 81 0 160 25 326 1 0 352 1 0 0 0 1 0 780 46 0 826 1339 % App. Total49.4 0 50.6 0 7.1 92.6 0.3 0 100 0 0 0 0 94.4 5.6 0 PHF .658 .000 .750 .000 .851 .781 .776 .250 .000 .793 i .250 .000 .000 .000 .250 .000 .765 .676 .000 .776 1 .803 Venable Lane Out In Total 71 1601 231 791 01 811 0 Right Thru Left Peds Peak Hour Data �� ♦— �s J ? LTA — N �O O North 0 F(01 ro .cam F - 4---:Tw m c Peak Hour Begins at 07:15 A A .5 o 'Low General Traffic �� N a J 0 tY + 7 N � N j O p� 0_ N O A F+ Left Thru Ri ht Peds 0 0 1 0 0 1 F— 21 Out InTotal L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 Intersection: Ustick Rd / Venable Lane City, State: Meridian, Idaho Control: Stop Sign File Name : Ustick Road & Venable Lane Site Code : 00000000 Start Date : 1/31/2018 Page No : 4 Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Beoins at: Venable Lane Ustick Road Venable Lane Ustick Road From North From East From South From West Start 07:00 AM 160 07:15 AM 791 0 81 0 +0 mins. 14 0 27 0 41 6 105 0 0 Time Right 9 Thru Left Peds A Tutal PP_ Ri ht 9 Thru Left Peds A TOW PP Ri ht 9 Thru Left Peds A Total PP Ri ht 9 Thru Left Peds A Total PP Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Each Approach Beoins at: Int. Total 07:15 AM Venable Lane 07:30 AM In - Peak Hour: 07:15 AM 07:00 AM 160 07:15 AM 791 0 81 0 +0 mins. 14 0 27 0 41 6 105 0 0 111 0 0 0 0 0 0 174 8 0 182 +15 mins. 19 0 20 0 39 8 77 1 0 86 0 0 0 0 0 0 255 11 0 266 +30 mins. 16 0 17 0 33 7 73 0 0 80 1 0 0 0 1 0 188 17 0 205 +45 mins. 30 0 17 0 47 4 81 2 0 87 0 0 0 0 0 0 163 10 0 173 Total Volume 79 0 81 0 160 25 336 3 0 364 1 0 0 0 1 0 780 46 0 826 % App. Total 49.4 0 50.6 0 6.9 92.3 0.8 0 100 0 0 0 0 94.4 5.6 0 PHF .658 .000 .750 .000 .851 .781 .800 .375 .000 .820 1 .250 .000 .000 .000 .250 1 .000 .765 .676 .000 .776 Int. Total Venable Lane In - Peak Hour: 07:15 AM 160 791 0 81 0 Right hr Left Peds Peak Hour Data �"s J F, tt) L North (Nlt v = N 0 F C O n _° o General Traffic N W poo W d IL o O a D d n � a m o 4 F+ Left Thru Ri ht Peds 0 0 1 0 1 In - Peak Hour: 0700 AM Int. Total L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 Intersection: Ustick Rd / Venable Lane City, State: Meridian, Idaho Control: Stop Sign File Name : Ustick Road & Venable Lane Site Code : 00000000 Start Date : 1/31/2018 Page No :5 Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beqins at 05:00 PM Int. Total 05:00 PM Venable Lane Ustick Road Venable Lane Ustick Road 30 From North From East From South From West Start 0 0 0 0 0 0 113 16 0 129 400 05:15 PM 18 1 11 0 30 24 211 1 Time Right Thru Left Peds App.T-1 ��Rightl-eft 0 119 Peds App.Tot., Right Thru Left Peds App. Total Right Thru Left Peds App.Total Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Beqins at 05:00 PM Int. Total 05:00 PM 18 0 12 0 30 25 211 5 0 241 0 0 0 0 0 0 113 16 0 129 400 05:15 PM 18 1 11 0 30 24 211 1 0 236 0 0 0 0 0 0 119 29 0 148 414 05:30 PM 11 0 5 0 16 22 185 0 0 207 1 0 0 0 1 0 115 19 0 134 358 05:45 PM 14 0 6 0 20 22 191 1 0 214 0 0 0 0 0 0 100 16 0 116 350 Total Volume 61 1 34 0 96 93 798 7 0 898 1 0 0 0 1 0 447 80 0 527 1522 % App. Total 63.5 1 35.4 0 10.4 88.9 0.8 0 100 0 0 0 0 84.8 15.2 0 PHF .847 .250 .708 .000 .800 .930 .945 .350 .000 .932 .250 .000 .000 .000 .250 .000 .939 .690 .000 .890 .919 Venable Lane Out In Total 173 961 269 611 11 341 0 Right Thlru Left Peds 1-'r 1 Peak Hour Data "0 - NCO o N v F North c � � c w o � r Peak Hour Begins at 05:00 P r w t 1 General Traffic p fl rn p� old ( Wo 0 a J m o o — F+ Left Thru Right Peds 0 0 11 0 8 1 Out InTotal L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Study: THOM0138 Intersection: Ustick Rd / Venable Lane City, State: Meridian, Idaho Control: Stop Sign File Name : Ustick Road & Venable Lane Site Code : 00000000 Start Date : 1/31/2018 Page No : 6 Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: Venable Lane Ustick Road Venable Lane Ustick Road From North From East From South From West Start 04:00 PM 116 04:45 PM 66 11 471 2 +0 mins. 21 1 17 1 40 25 211 5 0 Time Right Thru Left Peds App.Total Right Thru Left Peds App.Total Right Thru Left Peds App.To l Right Thru Left Peds App. Tote[ Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at: Int. Total 04:15 PM Venable Lane 05:00 PM In - Peak Hour: 04:15 PM 04:00 PM 116 04:45 PM 66 11 471 2 +0 mins. 21 1 17 1 40 25 211 5 0 241 0 0 0 0 0 0 126 15 0 141 +15 mins. 14 0 8 0 22 24 211 1 0 236 0 0 0 0 0 0 113 16 0 129 +30 mins. 13 0 10 1 24 22 185 0 0 207 0 0 0 1 1 0 119 29 0 148 +45 mins. 18 0 12 0 30 22 191 1 0 214 0 1 0 0 1 0 115 19 0 134 Total Volume 66 1 47 2 116 93 798 7 0 898 0 1 0 1 2 0 473 79 0 552 % App. Total 56.9 0.9 40.5 1.7 10.4 88.9 0.8 0 0 50 0 50 0 85.7 14.3 0 PHF .786 .250 .691 .500 .725 1 .930 .945 .350 .000 .932 .000 .250 .000 .250 .500 1 .000 .938 .681 .000 .932 Int. Total Venable Lane In - Peak Hour: 04:15 PM 116 66 11 471 2 Rilght Thru Left Peds Peak Hour Data 1 CL 7 -omo�� co vr� North I 'i � C m =N C n ° �Y oL General Traffic moo 7 ami i r �x_4 oCD a a O c a) a a w o F* Left Thru Ri ht Peds 0 1 0 1 2 In - Peak Hour: 04:00 PM Int. Total Study: THOM0138 Intersection: Ustick Rd / Venable Lane City, State: Meridian, Idaho Control: Stop Sign L2 Data Collection L2DataCollection.com Idaho (208) 860-7554 Utah (801) 431-2993 Image 1 A 1 File Name : Ustick Road & Venable Lane Site Code : 00000000 Start Date : 1/31/2018 Page No :7 HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection Meridian Indian Rock Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street Indian Rock Analysis Year 2018 North/South Street Meridian Road Time Analyzed AM Peak Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes -4 J 4 1 U .s fl)It+Y11-r Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 1 1 0 0 0 1 0 Configuration LR L T TR Volume, V (veh/h) 8 23 9 380 756 3 Percent Heavy Vehicles (%) 0 0 1 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 35 10 Capacity, c (veh/h) 351 797 v/c Ratio 0.10 0.01 95% Queue Length, Q95 (veh) 0.3 0.0 Control Delay (s/veh) 16.4 9.6 Level of Service, LOS C A Approach Delay (s/veh) 16.4 0.2 Approach LOS C Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/13/2018 1:55:05 PM AM Meridian Indian 2018 EX.xtw HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection Meridian Indian Rock Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street Indian Rock Analysis Year 2020 North/South Street Meridian Road Time Analyzed AM Peak Background Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes -4 J 4 1 U .s fl)It+Y11-r Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 1 1 0 0 0 1 0 Configuration LR L T TR Volume, V (veh/h) 8 23 9 415 826 3 Percent Heavy Vehicles (%) 0 0 1 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 35 10 Capacity, c (veh/h) 318 745 v/c Ratio 0.11 0.01 95% Queue Length, Q95 (veh) 0.4 0.0 Control Delay (s/veh) 17.7 9.9 Level of Service, LOS C A Approach Delay (s/veh) 17.7 0.2 Approach LOS C Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/13/2018 1:56:08 PM AM Meridian Indian 2020 BK.xtw HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection Meridian Indian Rock Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street Indian Rock Analysis Year 2020 North/South Street Meridian Road Time Analyzed AM Peak Total Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes -4 J 4 1 U .s fl)It+Y11-r Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 1 1 0 0 0 1 0 Configuration LR L T TR Volume, V (veh/h) 8 38 17 415 836 3 Percent Heavy Vehicles (%) 0 0 1 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 51 19 Capacity, c (veh/h) 317 738 v/c Ratio 0.16 0.03 95% Queue Length, Q95 (veh) 0.6 0.1 Control Delay (s/veh) 18.5 10.0 Level of Service, LOS C B Approach Delay (s/veh) 18.5 0.4 Approach LOS C Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/13/2018 1:57:33 PM AM Meridian Indian 2020 TOT.xtw HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection Ustick and Venable Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street Ustick Analysis Year 2018 North/South Street Venable Time Analyzed AM Peak Existing Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes J4 1 4.1.L It+Y1 T r Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 1 0 0 1 0 Configuration L T TR L T TR LTR LTR Volume, V (veh/h) 46 780 0 1 326 25 0 0 1 81 0 79 Percent Heavy Vehicles (%) 1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 48 1 1 168 Capacity, c (veh/h) 1194 811 594 502 v/c Ratio 0.04 0.00 0.00 0.33 95% Queue Length, Q95 (veh) 0.1 0.0 0.0 1.5 Control Delay (s/veh) 8.1 9.4 11.1 15.7 Level of Service, LOS A A B C Approach Delay (s/veh) 0.4 0.0 11.1 15.7 Approach LOS B C Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/13/2018 2:30:36 PM AM Ustick Venable 2018 EX.xtw HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection Ustick and Venable Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street Ustick Analysis Year 2020 North/South Street Venable Time Analyzed AM Peak Background Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes Au J4 1 4.1.L + It+Y1 T r Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 1 0 0 1 0 Configuration L T TR L T TR LTR LTR Volume, V (veh/h) 50 852 0 1 356 27 0 0 1 89 0 86 Percent Heavy Vehicles (%) 1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 53 1 1 185 Capacity, c (veh/h) 1160 759 561 468 v/c Ratio 0.05 0.00 0.00 0.40 95% Queue Length, Q95 (veh) 0.1 0.0 0.0 1.9 Control Delay (s/veh) 8.3 9.7 11.4 17.6 Level of Service, LOS A A B C Approach Delay (s/veh) 0.5 0.0 11.4 17.6 Approach LOS B C Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/13/2018 2:32:03 PM AM Ustick Venable 2020 BK.xtw HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection Ustick and Venable Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street Ustick Analysis Year 2020 North/South Street Venable Time Analyzed AM Peak Total Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes J4 1 4.1.L It+Y1 T r Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 1 0 0 1 0 Configuration L T TR L T TR LTR LTR Volume, V (veh/h) 50 852 8 31 356 27 30 0 92 89 0 86 Percent Heavy Vehicles (%) 1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 53 33 129 185 Capacity, c (veh/h) 1160 754 382 387 v/c Ratio 0.05 0.04 0.34 0.48 95% Queue Length, Q95 (veh) 0.1 0.1 1.5 2.5 Control Delay (s/veh) 8.3 10.0 19.1 22.5 Level of Service, LOS A A C C Approach Delay (s/veh) 0.5 0.8 19.1 22.5 Approach LOS C C Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/14/2018 2:14:12 PM AM Ustick Venable 2020 TOT.xtw HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection North Venable Entrance Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street North Entrance Analysis Year 2020 North/South Street Venable Time Analyzed AM Peak Total Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes -4 J 4 1 U .s fl)It+Y11-r Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume, V (veh/h) 35 0 87 0 8 31 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 37 8 Capacity, c (veh/h) 844 1495 v/c Ratio 0.04 0.01 95% Queue Length, Q95 (veh) 0.1 0.0 Control Delay (s/veh) 9.5 7.4 Level of Service, LOS A A Approach Delay (s/veh) 9.5 1.5 Approach LOS A Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/14/2018 2:39:09 PM AM Venable N Entrance 2020 TOT.xtw HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection South Venable Entrance Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street South Entrance Analysis Year 2020 North/South Street Venable Time Analyzed AM Peak Total Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes -4 J 4 1 U .s fl)It+Y11-r Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume, V (veh/h) 41 0 46 0 10 21 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 43 11 Capacity, c (veh/h) 899 1551 v/c Ratio 0.05 0.01 95% Queue Length, Q95 (veh) 0.2 0.0 Control Delay (s/veh) 9.2 7.3 Level of Service, LOS A A Approach Delay (s/veh) 9.2 2.5 Approach LOS A Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/14/2018 2:40:29 PM AM Venable S Entrance 2020 TOT.xtw HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection Wrangler and Ridgegury Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street Wrangler Analysis Year 2020 North/South Street Ridgebury Time Analyzed AM Peak Total Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes J4 1 4.1.L It+Y1 T r Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R UL T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 0 5 0 5 10 0 0 3 5 0 10 0 Percent Heavy Vehicles (%) 1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 0 5 8 11 Capacity, c (veh/h) 1614 1622 989 866 v/c Ratio 0.00 0.00 0.01 0.01 95% Queue Length, Q95 (veh) 0.0 0.0 0.0 0.0 Control Delay (s/veh) 7.2 7.2 8.7 9.2 Level of Service, LOS A A A A Approach Delay (s/veh) 0.0 2.3 8.7 9.2 Approach LOS A A Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/13/2018 2:36:33 PM AM Wrangler Ridgebury 2020 TOT.xtw General Information I Site Information Analyst D. Thomposn Intersection Wrangler and Venable Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street Wrangler Analysis Year 2020 North/South Street Venable Time Analyzed AM Peak Total Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description Summertown 0 0 0 1 Lanes 0 0 1 0 Configuration LR Major Street: North-South Vehicle Volumes and Adjustments 11 5 Capacity, c (veh/h) 1004 1614 Approach Eastbound Westbound 0.00 Northbound 0.0 Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume, V (veh/h) 10 0 0 0 5 0 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 11 5 Capacity, c (veh/h) 1004 1614 v/c Ratio 0.01 0.00 95% Queue Length, Q95 (veh) 0.0 0.0 Control Delay (s/veh) 8.6 7.2 Level of Service, LOS A A Approach Delay (s/veh) 8.6 7.2 Approach LOS A Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/13/2018 2:39:03 PM AM Wrangler Venable 2020 TOT.xtw HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection Meridian Indian Rock Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street Indian Rock Analysis Year 2018 North/South Street Meridian Road Time Analyzed PM Peak Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes -4 J 4 1 U .s fl)It+Y11-r Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 1 1 0 0 0 1 0 Configuration LR L T TR Volume, V (veh/h) 3 14 40 851 517 8 Percent Heavy Vehicles (%) 0 0 1 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 19 44 Capacity, c (veh/h) 437 996 v/c Ratio 0.04 0.04 95% Queue Length, Q95 (veh) 0.1 0.1 Control Delay (s/veh) 13.6 8.8 Level of Service, LOS B A Approach Delay (s/veh) 13.6 0.4 Approach LOS B Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/13/2018 1:59:32 PM PM Meridian Indian 2018 EX.xtw HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection Meridian Indian Rock Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street Indian Rock Analysis Year 2020 North/South Street Meridian Road Time Analyzed PM Peak Background Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes -4 J 4 1 U .s fl)It+Y11-r Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 1 1 0 0 0 1 0 Configuration LR L T TR Volume, V (veh/h) 3 14 40 958 582 8 Percent Heavy Vehicles (%) 0 0 1 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 19 44 Capacity, c (veh/h) 391 936 v/c Ratio 0.05 0.05 95% Queue Length, Q95 (veh) 0.2 0.1 Control Delay (s/veh) 14.7 9.0 Level of Service, LOS B A Approach Delay (s/veh) 14.7 0.4 Approach LOS B Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/13/2018 2:01:03 PM PM Meridian Indian 2020 BK.xtw HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection Meridian Indian Rock Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street Indian Rock Analysis Year 2020 North/South Street Meridian Road Time Analyzed PM Peak Total Peak Hour Factor 0.90 Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes -4 J 4 1 U .s fl)It+Y11-r Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 1 1 0 0 0 1 0 Configuration LR L T TR Volume, V (veh/h) 3 23 55 958 592 8 Percent Heavy Vehicles (%) 0 0 1 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Left + Thru 1 Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 29 61 Capacity, c (veh/h) 407 927 v/c Ratio 0.07 0.07 95% Queue Length, Q95 (veh) 0.2 0.2 Control Delay (s/veh) 14.5 9.2 Level of Service, LOS B A Approach Delay (s/veh) 14.5 0.5 Approach LOS B Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/13/2018 2:02:22 PM PM Meridian Indian 2020 TOT.xtw HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection Ustick and Venable Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street Ustick Analysis Year 2018 North/South Street Venable Time Analyzed PM Peak Existing Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes J4 1 4.1.L It+Y1 T r Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 1 0 0 1 0 Configuration L T TR L T TR LTR LTR Volume, V (veh/h) 80 447 0 7 798 83 1 0 1 34 1 61 Percent Heavy Vehicles (%) 1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 84 7 2 101 Capacity, c (veh/h) 740 1094 372 347 v/c Ratio 0.11 0.01 0.01 0.29 95% Queue Length, Q95 (veh) 0.4 0.0 0.0 1.2 Control Delay (s/veh) 10.5 8.3 14.7 19.6 Level of Service, LOS B A B C Approach Delay (s/veh) 1.6 0.1 14.7 19.6 Approach LOS B C Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/13/2018 2:29:10 PM PM Ustick Venable 2018 EX.xtw HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection Ustick and Venable Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street Ustick Analysis Year 2020 North/South Street Venable Time Analyzed PM Peak Background Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes J4 1 4.1.L It+Y1 T r Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 1 0 0 1 0 Configuration L T TR L T TR LTR LTR Volume, V (veh/h) 90 503 0 8 898 105 1 0 1 38 1 69 Percent Heavy Vehicles (%) 1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 95 8 2 114 Capacity, c (veh/h) 661 1042 319 301 v/c Ratio 0.14 0.01 0.01 0.38 95% Queue Length, Q95 (veh) 0.5 0.0 0.0 1.7 Control Delay (s/veh) 11.4 8.5 16.4 24.1 Level of Service, LOS B A C C Approach Delay (s/veh) 1.7 0.1 16.4 24.1 Approach LOS C C Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/13/2018 2:27:31 PM PM Ustick Venable 2020 BK.xtw HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection Ustick and Venable Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street Ustick Analysis Year 2020 North/South Street Venable Time Analyzed PM Peak Total Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes J4 1 4.1.L It+Y1 T r Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 1 2 0 0 1 2 0 0 1 0 0 1 0 Configuration L T TR L T TR LTR LTR Volume, V (veh/h) 90 503 25 100 898 105 21 0 56 38 1 69 Percent Heavy Vehicles (%) 1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Left Only 1 Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 95 105 81 114 Capacity, c (veh/h) 661 1019 349 233 v/c Ratio 0.14 0.10 0.23 0.49 95% Queue Length, Q95 (veh) 0.5 0.3 0.9 2.5 Control Delay (s/veh) 11.4 8.9 18.4 34.4 Level of Service, LOS B A C D Approach Delay (s/veh) 1.7 0.8 18.4 34.4 Approach LOS C D Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/14/2018 2:22:05 PM PM Ustick Venable 2020 TOT.xtw HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection North Venable Entrance Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street North Entrance Analysis Year 2020 North/South Street Venable Time Analyzed PM Peak Total Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes -4 J 4 1 U .s fl)It+Y11-r Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume, V (veh/h) 52 0 25 0 42 84 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 55 44 Capacity, c (veh/h) 762 1580 v/c Ratio 0.07 0.03 95% Queue Length, Q95 (veh) 0.2 0.1 Control Delay (s/veh) 10.1 7.3 Level of Service, LOS B A Approach Delay (s/veh) 10.1 2.6 Approach LOS B Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/14/2018 2:24:15 PM PM Venable N Entrance 2020 TOT.xtw HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection South Venable Entrance Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street South Entrance Analysis Year 2020 North/South Street Venable Time Analyzed PM Peak Total Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes -4 J 4 1 U .s fl)It+Y11-r Major Street: North-South Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume, V (veh/h) 20 0 34 0 35 49 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 21 37 Capacity, c (veh/h) 806 1567 v/c Ratio 0.03 0.02 95% Queue Length, Q95 (veh) 0.1 0.1 Control Delay (s/veh) 9.6 7.4 Level of Service, LOS A A Approach Delay (s/veh) 9.6 3.2 Approach LOS A Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/14/2018 2:23:15 PM PM Venable S Entrance 2020 TOT.xtw HCS 2010 General Information •-Way Stop -Control Report Site Information Analyst D. Thomposn Intersection Wrangler and Ridgegury Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street Wrangler Analysis Year 2020 North/South Street Ridgebury Time Analyzed PM Peak Total Peak Hour Factor 0.95 Intersection Orientation East-West Analysis Time Period (hrs) 0.25 Project Description Summertown Lanes J4 1 4.1.L It+Y1 T r Major Street: East-West Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R UL T R Priority 1 U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0 Configuration LTR LTR LTR LTR Volume, V (veh/h) 0 10 0 3 5 0 0 5 10 0 6 0 Percent Heavy Vehicles (%) 1 1 1 1 1 1 1 1 Proportion Time Blocked Percent Grade (%) 0 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 0 3 16 6 Capacity, c (veh/h) 1622 1614 1001 872 v/c Ratio 0.00 0.00 0.02 0.01 95% Queue Length, Q95 (veh) 0.0 0.0 0.0 0.0 Control Delay (s/veh) 7.2 7.2 8.7 9.2 Level of Service, LOS A A A A Approach Delay (s/veh) 0.0 2.7 8.7 9.2 Approach LOS A A Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/13/2018 2:55:20 PM PM Wrangler Ridgebury 2020 TOT.xtw General Information I Site Information Analyst D. Thomposn Intersection Wrangler and Venable Agency/Co. Thompson Engineers Jurisdiction ACHD Date Performed 2/13/2018 East/West Street Wrangler Analysis Year 2020 North/South Street Venable Time Analyzed PM Peak Total Peak Hour Factor 0.95 Intersection Orientation North-South Analysis Time Period (hrs) 0.25 Project Description Summertown 0 0 0 1 Lanes 0 0 1 0 Configuration LR Major Street: North-South Vehicle Volumes and Adjustments 5 11 Capacity, c (veh/h) 979 1612 Approach Eastbound Westbound 0.01 Northbound 0.0 Southbound Movement U L T R U L T R U L T R U L T R Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6 Number of Lanes 0 0 0 0 0 0 0 0 1 0 0 0 1 0 Configuration LR TR LT Volume, V (veh/h) 5 0 2 0 10 2 Percent Heavy Vehicles (%) 3 3 3 Proportion Time Blocked Percent Grade (%) 0 Right Turn Channelized No No No No Median Type/Storage Undivided Critical and Follow-up Headways Base Critical Headway (sec) Critical Headway (sec) Base Follow -Up Headway (sec) Follow -Up Headway (sec) Delay, Queue Length, and Level of Service Flow Rate, v (veh/h) 5 11 Capacity, c (veh/h) 979 1612 v/c Ratio 0.01 0.01 95% Queue Length, Q95 (veh) 0.0 0.0 Control Delay (s/veh) 8.7 7.2 Level of Service, LOS A A Approach Delay (s/veh) 8.7 6.1 Approach LOS A Copyright © 2018 University of Florida. All Rights Reserved. HCS 2010" TWSC Version 6.90 Generated: 2/13/2018 2:40:31 PM PM Wrangler Venable 2020 TOT.xtw