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HomeMy WebLinkAboutTraffic Impact Study 1.11.17 JOB NO. B16-070 GREAT FALLS, BOZEMAN, KALISPELL & SHELBY, MT | SPOKANE, WA | LEWISTON, ID | WATFORD CITY, ND | MEDIA, PA JANUARY 2017 406.586.0277 tdhengineering.com 234 East Babcock Street Suite 3 Bozeman, MT 59715 CLIENT ENGINEER Capanna Partners, LLC C/O Mark Doyle 501 East Cottonwood Street Bozeman, MT 59715 TD&H Engineering 1800 River Drive North Great Falls, MT 59401 Engineer: Christopher K. Ward, PE 718 WEST BABCOCK STR EET TRAFFIC IMPACT STUDY Traffic Impact Study Table of Contents 718 West Babcock Street i TABLE OF CONTENTS 1.0 INTRODUCTION.................................................................................................................. 1 1.1 Purpose of Traffic Study ................................................................................................. 1 1.2 Executive Summary ....................................................................................................... 1 2.0 PROPOSED DEVELOPMENT ............................................................................................. 3 3.0 STUDY AREA CONDITIONS............................................................................................... 6 3.1 Existing Traffic Conditions .............................................................................................. 6 3.2 Existing Traffic Volumes ................................................................................................. 8 3.3 Access Geometrics ........................................................................................................ 8 4.0 ANALYSIS OF EXISTING CONDITIONS .......................................................................... 11 4.1 Existing Level of Service Analysis ................................................................................ 11 5.0 PROJECTED TRAFFIC VOLUMES ................................................................................... 13 5.1 Site Traffic Forecast ..................................................................................................... 13 5.2 Non-Site Traffic Forecast .............................................................................................. 16 5.3 Total 2017 Background Plus Project Traffic .................................................................. 16 6.0 TRAFFIC AND IMPROVEMENT ANALYSIS ..................................................................... 21 6.1 Site Access and Parking ............................................................................................... 21 6.2 Capacity and Level of Service Analysis ........................................................................ 21 6.3 Transportation Improvements ....................................................................................... 23 6.4 Traffic Safety ................................................................................................................ 23 7.0 RECOMMENDATIONS AND CONCLUSIONS .................................................................. 24 FIGURES Figure 1 Vicinity Map Figure 2 Project Site Plan Figure 3 Study Intersection Numbers/Geometry & Traffic Control Figure 4 Existing 2016 AM Peak Hour Traffic Volumes Figure 5 Existing 2016 PM Peak Hour Traffic Volumes Figure 6 Project AM Peak Hour Traffic Volumes Figure 7 Project PM Peak Hour Traffic Volumes Figure 8 Background 2017 AM Peak Hour Traffic Volumes Figure 9 Background 2017 PM Peak Hour Traffic Volumes Figure 10 Background Plus Project AM Peak Hour Traffic Volumes Figure 11 Background Plus Project PM Peak Hour Traffic Volumes TABLES Table 1 General Definitions of Level of Service Table 2 Project Traffic Generation Forecast Table 3 AM Peak Hour Intersection Level of Service Summary Table 4 PM Peak Hour Instersection Level of Service Summary APPENDICES APPENDIX A Manual Traffic Counts APPENDIX B Trip Generation Data APPENDIX C Synchro Peak Hour Level of Service Printouts Traffic Impact Study Introduction 718 West Babcock Street 1 1.0 INTRODUCTION 1.1 PURPOSE OF TRAFFIC STUDY The purpose of this Traffic Impact Study (TIS) is to evaluate the potential traffic impacts of the proposed Mixed Use Commercial/Residential Project located south of Babcock Street and west of 7th Avenue in Bozeman, Montana. The traffic study intersections and methodology have been discussed with Bozeman City staff and all the City traffic study requirements have been satisfied with this report. 1.2 EXECUTIVE SUMMARY Project Overview The project proposes to create a quality infill mixed-use project in the new B-2M Community Business District. The project is called the South Bozeman Mixed-Use Project located at 718 W. Babcock Street. The project is located on a 28,311 square-foot (0.65 acre) lot at the southwest corner of West Babcock Street and South 7th Avenue. The property currently has one commercial building (a Pizza Hut) and one single family home. The two existing buildings will be removed and replaced with a single, four-story building. The ground floor of the building will have 3,000 square feet of commercial space and floors 2 through 4 will be residential units, with 42 residential apartments. The current zoning on the property is B-2M and no zone change is required to construct the project. The site is designated “Community Commercial Mixed Use”. The adjacent land uses are residential to the south and east (zoned R-4 & R-2), and commercial to the north (zoned B-2M), including restaurant and bar establishments. The adjacent land uses, along with the proximity to downtown, midtown (N 7th Avenue), and with a bus stop on Babcock Street right next to the project, make this site an ideal location for urban infill. The proposed building will be located on the site as close as possible to the Babcock & 7th intersection so the proposed driveway on W. Babcock Street can be located as far as possible away from the intersection. Principal Findings This Traffic Impact Study (TIS) complies with the Bozeman City guidelines for the preparation of traffic studies. The project is expected to add a total of 412 daily trips (half inbound and half outbound), with 21 trips during the am peak commuter hour (4 inbound and 17 outbound) and 32 pm peak commuter hour trips (20 inbound and 12 outbound) at full build-out of the proposed project to the study intersections. The traffic volumes at the study intersections are significantly higher during the pm peak hour compared to the am peak hour. Each of the study intersections currently operate at level of service C or better during the critical pm peak hour, except for the stop controlled eastbound movements on W. Babcock Street at S. 8th Avenue which experience long delays. The addition of traffic from the proposed project is not expected to significantly change traffic conditions. At all times at each of the planned project driveways level of service (LOS) B or better is expected for traffic leaving and entering the project. The project as proposed is not expected to significantly affect traffic operations at the six study intersections or any of the roads in the study area. Traffic Impact Study Introduction 718 West Babcock Street 2 Recommendations & Conclusions Site access and on site circulation are appropriate for the size and type of project proposed. The proposed project driveways will not create any significant conflicts with adjacent driveways or intersections. The anticipated project traffic during both the am and pm peak hour will not change the LOS at any of the six study intersections; therefore, we conclude that the proposed project will not have any significant traffic impacts and no modifications or improvements to the local street system are required. Traffic Impact Study Proposed Development 718 West Babcock Street 3 2.0 PROPOSED DEVELOPMENT The proposed development will be located on a 0.65-acre parcel on the south side of W. Babcock Street and immediately west of S. 7th Avenue. Currently there is a single home and an old Pizza Hut building located on the project site. The proposed project site currently has one access on each of the two adjacent streets for the existing Pizza Hut that was constructed in 1990, and one access on Babcock Avenue for the existing home on the site. So currently there are a total of 3 driveways serving the site. Access for the project will be provided by a single driveway on Babcock Street to serve eight planned parking spaces and a 25 space parking garage at ground level, and 19 spaces will be accessed directly from the alley south of the site. A total of 3,000 square feet of commercial space is planned on the ground floor of the proposed building with 42 apartments planned on the second through fourth floors of the building. The exact type of retail use or uses in the project have not yet been determined. A conceptual site plan of the proposed development is presented in Figure 2. The project is expected to be completed before the end of 2017. The project site is currently designated “Community Commercial Mixed Use” and zoned B-2M (Community Business District). The proposed project meets the intent of the B-2M zoning district. Currently there are commercial uses along the north side of W. Babcock Street adjacent to the project, with single-family homes located west, south and east of the project. )LJXUH 9LFLQLW\0DS ________________________________________________________________________________________________________ Traffic Impact Study 718 West Babcock Proposed Development 4 66666(((((*****)6)6)6)6)6:::::&&&&&;;;;;/,1(7<3(/(*(1'3523(57</,1(6(7%$&./,1()(1&(&20081,&$7,21/,1(:$7(5/,1(),5(6(59,&(/,1(*$6/,1((/(&75,&$//,1(6(:(5/,1(836(7%$&.35,9$7(6725$*(!6)/$1'6&$3(6(7%$&.   (175<$1'0$,/&200(5&,$/6+(//63$&(3$5.,1**$5$*( 63$&(6 $//(<3$5.,1* 63$&(6 3$5.,1* 63$&(6 ),5(5,6(535,9$7(6725$*(8383*528'/(9(/23(163$&(5(7$,1,1*:$//75$6+ 5(&<&/,1*29(5+($'*$5$*('22567$,567$,5(/(93/$17,1*/(*(1'(;,67,1*75((725(0$,1(;,67,1*75((72%(5(029('352326('1(:75((  $6,7(3/$11)LJXUH2 Project Site Plan _____________________________________________________________________________________________ Traffic Impact Study 718 West Babcock Street Proposed Development 5 Traffic Impact Study Study Area Conditions 718 West Babcock Street 6 3.0 STUDY AREA CONDITIONS The study area for the proposed 718 W. Babcock Project extends one half mile in each direction from the project; however, given the relatively small amount of traffic expected to be generated by the project only the following six intersections near the project were evaluated in this report. 1. W. Main Street/S. 7th Avenue 2. W. Main Street/S. 8th Avenue 3. W. Babcock Street/S. 7th Avenue 4. W. Babcock Street/S. 8th Avenue 5. W. Babcock Street/S. 11th Avenue and 6. W. Koch Street/S. 8th Avenue Figure 3 illustrates the type of traffic control and number of traffic lanes on each approach at the six study intersections. As shown in Figure 3, traffic signals exist on Main Street near the project but traffic is controlled by stop signs at five of the six study intersections. The Main Street/8th Avenue intersection is the only study intersection that is signalized. 3.1 EXISTING TRAFFIC CONDITIONS W. Main Street is classified by the City of Bozeman as a principal arterial. It extends west from I-90 through Bozeman with two travel lanes in each direction with a center left turn lane. There is parking along both sides of W. Main Street. Near the project there are traffic signals on W. Main Street at 7th Avenue, 8th Avenue, and 11th Avenue as shown in Figure 3. W. Babcock Street is classified is a minor arterial east of S. 8th Avenue where it is one-way eastbound and west of S. 8th Avenue it is classified as a collector street. Near the project Babcock Street has two eastbound lanes with parking on both sides of the street. W. Koch Street is a two lane east/west roadway located slightly under a quarter of a mile south of the project, with parking and sidewalks on each side of the street. It is classified is a local street with a single travel lane each direction. Near the project, single family homes are located on each side of Koch Street. S. 7th Avenue is a two lane north/south local road located immediately east of the project. On street parking and sidewalks are located on both sides of the road. S. 8th Avenue is a classified as a collector road between W. Main Street and the university. It has a single lane each direction separated by a landscaped median. It has on-street parking, a bike lane, and sidewalks on each side of the roadway. S. 11th Avenue is a two lane north/south collector street located four blocks west of the proposed project. It has sidewalks on each side and immediately adjacent to the road. There is a traffic signal at the intersection with W. Main Street and W. Babcock has stop signs at its intersection with S. 11th Avenue as shown in Figure 3. .H\ 3URMHFW6LWH 7UDIILF6LJQDO 6WRS6LJQ ,QWHUVHFWLRQ1XPEHU 7UDIILF/DQHV MainSt7thAveBabcock6W8th$YH11thAveBabcock6W8thAveKoch6W MainSt7thAve12 345 6 )LJXUH 6WXG\,QWHUVHFWLRQ1XPEHUV*HRPHWU\ 7UDIILF&RQWURO 6 _____________________________________________________________________________________________ Traffic Impact Study 718 West Babcock Street Study Area Conditions 7 Traffic Impact Study Study Area Conditions 718 West Babcock Street 8 3.2 EXISTING TRAFFIC VOLUMES Traffic counts were completed at the six study intersections on Tuesday and Wednesday, October 4 and 5, 2016 from 7:00 to 9:00 in the morning and from 4:00 to 6:00 in the evening. Spreadsheets containing all of the manual traffic count data are included in Appendix A. Figure 4 presents the existing 2016 AM peak hour traffic volumes at the study intersections and Figure 5 presents the PM peak hour traffic volumes. The traffic volumes at the study intersections are significantly higher during the pm peak hour compared to the am peak hour. 3.3 ACCESS GEOMETRICS The project will have one driveway on W. Babcock Street. The driveway will be configured for a single inbound and outbound lane as shown in the project site plan presented in Figure 2. Figure 3 shows the number of traffic lanes and traffic control at each of the six study intersections. 140MainSt579132 125368 11thAve2820029Babcock6W926 411142333033 1322290515214 548th$YH11115748thAve122141Koch SW 202116 41915141596 7thAve6973406 Babcock6W63962112 493 MainSt7thAvH)LJXUH ([LVWLQJ$03HDN+RXU7UDIILF9ROXPHV ______________________________________________________________________________________________ Traffic Impact Study 718 West Babcock Street Study Area Conditions 922290734062226 178MainSt834124 173881 11th$YH413915701BabcocN6W114 32 622404033143 2230597618419 1398th$YH123162148thAve142806Koch6W25317 62116131459 7thAvH81133938 Babcock6W1121196013 1054 MainSt7thAve)LJXUH ([LVWLQJ303HDN+RXU7UDIILF9ROXPHV ______________________________________________________________________________________________ Traffic Impact Study 718 West Babcock Street Study Area Conditions 1030597339383058 Traffic Impact Study Analysis of Existing Conditions 718 West Babcock Street 11 4.0 ANALYSIS OF EXISTING CONDITIONS 4.1 EXISTING LEVEL OF SERVICE ANALYSIS A Level of Service (LOS) analysis was performed for the six study intersections. The analysis is based on procedures outlined in the Highway Capacity Manual published by the Transportation Research Board. The LOS represents the average delay experienced by vehicles by an assigned letter value. The letter values assigned range from A to F, with A providing the best service with little or no delay and F representing congested conditions with delays longer than 50 seconds per vehicle for stop controlled movements and longer than 80 seconds per vehicle at a signalized intersection. A summary of the general definitions of each level of service for both signalized and unsignalized intersections is shown in Table 1. LOS D is generally considered by most agencies an acceptable LOS during peak hours, however the City of Bozeman has adopted LOS C as the acceptable level of service for all periods of the day. Providing additional improvements to accommodate heavy traffic volumes during just a few hours each day generally is very costly, and results in very wide intersections and roadways that would be underutilized most of the day. It would also increase the hazards for pedestrians and bicyclists because they would have wider streets to cross. Therefore, most cities accept LOS D as acceptable during peak hours and in downtown areas many cities accept LOS E during the peak commuter periods. TABLE 1 General Definitions of Levels of Service Level of Service (LOS) Unsignalized Intersection Control Delay (seconds/vehicle) Signalized Intersection Control Delay (seconds/vehicle) Definition A 0 – 10 0 – 10 Very Little Delay Free Flow B >10 – 15 >10 – 20 Little Delay Reasonably Free Flow C >15 – 25 >20 – 35 Average Delays Stable Flow D > 25 – 35 > 35 – 55 Approaching Unstable Flow During Peak Periods E > 35 – 50 > 55 – 80 Unstable Flow During Peak Periods F > 50 > 80 Long Delays, and Forced or Breakdown Flow Source: Highway Capacity Manual, Transportation Research Board Peak Period Evaluated As shown in Figures 4 and 5, there is significantly more traffic in the project area in the pm peak hour compared to the am peak hour. Additionally, the proposed project is expected to generate more traffic during the typical weekday pm peak commute period compared to the am peak commute period because many retail businesses do not open until after 9 am. Therefore, only the pm peak period was counted at the two study intersections on S. 7th Avenue and the am Traffic Impact Study Analysis of Existing Conditions 718 West Babcock Street 12 peak hour volumes at these two intersections were estimated from the manual traffic counts completed by TD&H at the adjacent 8th Avenue intersections. The weekend peak periods were not evaluated because these periods typically have less traffic on most streets and the proposed apartments are expected to generate less traffic on the weekend compared to weekdays based on historic Institute of Transportation Engineers data. The LOS analysis was performed at the five unsignalized study intersections according to the HCM 2010 Two Way Stop Control (TWSC) method using Synchro traffic analysis software. The HCM 2010 Signalized Intersection method using Synchro traffic analysis software was used at the Main Street/8th Avenue intersection, which is the only signalized study intersection. Traffic Impact Study Projected Traffic Volumes 718 West Babcock Street 13 5.0 PROJECTED TRAFFIC VOLUMES 5.1 SITE TRAFFIC FORECAST Trip Generation The ITE Trip Generation Manual was used to forecast the traffic from the proposed project. The proposed uses at the site include 42 apartments (ITE Land Use Code 220), and 3,000 square feet of general retail space (ITE Land Use Code 826). Table 2 presents the ITE trip generation rates that were used to develop the traffic forecast for the proposed development, and summarizes the average weekday daily and peak hour traffic forecast for the project. More information regarding the traffic generation forecast is included in Appendix B. The project is expected to generate 412 daily trips (half inbound, half outbound), with 21 new trips expected during the am, and 32 new trips expected during the pm peak hour. Based on ITE research during the pm peak hour six percent of the project traffic would be internal trips. Internal trips refer to trips that stay inside the project like a resident in the apartments walking to the retail component of the project in the ground floor of the building. Trip Distribution and Assignment The traffic volumes presented in Table 2 were assigned to the project driveway and the study intersections based on anticipated travel patterns in the study area. The project trips were distributed with 30% to the north, 20% to the south, 30% to the west, and the remaining 20% distributed to the east. This trip distribution was developed based on existing traffic flow patterns observed in the study area and anticipated travel routes to and from the project site. Figures 6 and 7 illustrate the anticipated project traffic at the six study intersections during the am and pm peak hours, respectively. Because of the downtown location of the project, a higher than normal amount of trips to and from the project are expected to be walking, biking and/or transit trips. However, in order to evaluate the maximum potential traffic impacts associated with the project, no reduction in the project traffic has been made to account for transit, walking, or biking. TABLE 2 Project Traffic Generation Forecast Average Daily Trips AM Peak Hour of Adjacent Street Traffic PM Peak Hour of Adjacent Street Traffic ITE Land Use Code Land Use Enter Exit Total Enter Exit Total Enter Exit Total 220 Apartments (42 Dwelling Units) 140 139 279 4 17 21 17 9 26 826 Specialty Retail (Gross Leasable SF) 67 66 133 4 4 8 Unadjusted Volume 207 205 412 4 17 21 21 13 34 Internal Capture Trips 0 0 0 0 0 0 1 1 2 Pass-By Trips 0 0 0 0 0 0 0 0 0 Volume Added to Adjacent Streets 207 205 412 4 17 21 20 12 32 Total AM Peak Hour Internal Capture = 0 Percent Total PM Peak Hour Internal Capture = 6 Percent Source: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 2012 TRIP GENERATION 2014, TRAFFICWARE, LLC 2MainSt00 11thAve000Babcock6W000 001100 10010 8th$YH008thAve010Koch6W000 100 7thAveBabcock6W003 3 Main St.7thAve)LJXUH 3URMHFW$03HDN+RXU7UDIILF9ROXPHV   010_____________________________________________________________________________________________ Traffic Impact Study 718 West Babcock Street Projected Traffic Volumes 140    1MainSt12 0 11thAve000Babcock6W000 001300 11030 08th08thAve0Koch6W000 100010 7thAveBabcock6W011  Main St.7thAve)LJXUH 3URMHFW303HDN+RXU7UDIILF9ROXPHV 8thAve  ______________________________________________________________________________________________ Traffic Impact Study 718 West Babcock Street Projected Traffic Volumes 151  1  Traffic Impact Study Projected Traffic Volumes 718 West Babcock Street 16 5.2 NON-SITE TRAFFIC FORECAST The non-site or background traffic is the traffic that would occur on the roadway network without the proposed development. The future non-site traffic volumes are projected out one year, which is the expected time frame to complete the full project. Background 2017 traffic volumes were developed by increasing the current peak hour traffic volumes by two (2) percent per year for one year. The background 2017 am and pm peak hour traffic volumes at the six study intersections are presented in Figures 8 and 9, respectively. 5.3 TOTAL 2017 BACKGROUND PLUS PROJECT TRAFFIC The total 2017 pm peak hour traffic volumes were calculated by adding the trips expected to be generated by the proposed project to the 2017 background traffic. The background 2017 plus project am and pm peak hour traffic volumes at the study intersections are presented in Figures 10 and 11, respectively. 14355MainSt591135 128375 11thAve292043001BabcocN6WUHHW118 27 411142333734 1322692515514 8th11316048thAve122181Koch St 202116 41915141626 7thAvH6973476 Babcock6W63963312 503 MainSt7thAve)LJXUH %DFNJURXQG$03HDN+RXU7UDIILF9ROXPHV %DEFRFN6W ______________________________________________________________________________________________ Traffic Impact Study 718 West Babcock Street Projected Traffic Volumes 1722692734762266 182142MainSt851126 176899 11thAve423995803BabcocN6WUHHW114 33 622414133844 2231199618819 8th125165148thAve142866Koch6W26327 62116131489 7thAve81134018 Babcock6W1121197913 1075 MainSt7thAve)LJXUH %DFNJURXQG303HDN+RXU7UDIILF9ROXPHV %DEFRFN6W ______________________________________________________________________________________________ Traffic Impact Study 718 West Babcock Street Projected Traffic Volumes 1831199340183118 MainSt591135 13711thAve2920430Babcock10118 27 411152433734 142292515614 8th$YH1116048thAve122191Koch6W202116 519151416611thAve3 Babcock6W63126312 506 00 Koch Street 007thAve00Main St.7thAve)LJXUH %DFNJURXQG3OXV3URMHFW$03HDN+RXU7UDIILF9ROXPHV Babcock6W______________________________________________________________________________________________ Traffic Impact Study 718 West Babcock Street Projected Traffic Volumes 192292322 183142MainSt852128 18899 11thAve4239958Babcock10314 33 622424433844 23312619119 8th1316148thAve1427Koch6W26327 72116131499 7thAvH140 Babcock6W113197914 108 Main St.7thAve)LJXUH %DFNJURXQG3OXV3URMHFW303HDN+RXU7UDIILF9ROXPHV Babcock6W ______________________________________________________________________________________________ Traffic Impact Study 718 West Babcock Street Projected Traffic Volumes 2031240312 Traffic Impact Study Traffic and Improvement Analysis 718 West Babcock Street 21 6.0 TRAFFIC AND IMPROVEMENT ANALYSIS 6.1 SITE ACCESS AND PARKING The development will have an access on W. Babcock Street near the west end of the site with a single inbound and a single outbound lane, as well as right angle parking directly off the alley south of the site. The alley is two way but only wide enough for one direction at a time, however there are driveways that would allow room for a pullout to allow an opposing vehicle to pass post development, the volumes in the alley will be low, perhaps 5 vehicles in both directions combined during the peak 15-minute period, and so the travel lane can be expected to function adequately. The project driveways are expected to operate at a good level of service at full build-out of the site. Based on our review of the site plan (see figure 2), we believe the proposed parking layout will provide for the safe and efficient movements of people and vehicles on the site. Parking for the project will also be provided on the adjacent streets. Adequate parking will be provided for the project. 6.2 CAPACITY AND LEVEL OF SERVICE ANALYSIS A summary of the am and pm peak hour Level of Service (LOS) analysis at the study intersections are presented in Tables 3 and 4, respectively (see Appendix C to view the detailed Synchro Level of Service Analysis printouts). The values in Table 3 shown in brackets [0.01] represent the expected increase in the average delay per vehicle with the addition of the anticipated project traffic. At five of the six study intersections, the addition of project traffic is expected to increase the average vehicle delay during the am peak hour by less than one second. This change is so small that it will not be noticeable to motorists in the area. However, stop controlled eastbound traffic on W. Babcock Street approaching S. 8th Avenue currently experiences long delays (58 seconds per vehicle during the am peak hour and 204 seconds per vehicle during the pm peak hour). The addition of just a few more vehicles will significantly increase the delay for this movement because currently there are not adequate gaps in the through traffic on S. 8th Avenue during the peak hours for eastbound traffic to cross 8th. It is important to note that most of the traffic at this intersection is on S. 8th Avenue and this traffic has virtually no delay because through traffic on 8th is never required to stop at W. Babcock Street. As shown in Table 4, the poor level of service for the eastbound approach on Babcock at 8th Avenue could be significantly improved by adding a second eastbound through lane. The parenthetical values in Table 4 show the delay and LOS with a second eastbound through lane (EBT). A variety of other methods could be used to improve the eastbound LOS, such as conversion to a 4-way stop, changing the eastbound movement to a right only by extending the median on 8th, or installation of a traffic signal. However, these treatments have their own drawbacks and will serve to reduce the demarcation in functional classification that occurs on W. Babcock at 8th. Since there is a good grid of alternate routes in this area, the excessive delay may be desirable to discourage use of W. Babcock for through traffic from 11th Ave. and may serve to reinforce its character as a neighborhood collector. In any case, if measures to deal with the existing delay at this intersection are thought to be necessary, we believe they require further study and should be considered at a political and transportation planning level with appropriate public input and not within the scope of the present TIS. No change to the anticipated LOS is forecast with full build-out of the 718 W. Babcock Project at the study intersections during either the am or pm peak hours. The LOS at each of the outbound movements from the project driveways onto Babcock Street and 7th Avenue are expected to be Traffic Impact Study Traffic and Improvement Analysis 718 West Babcock Street 22 LOS B or better during the critical pm peak hour with significantly less delays and a better LOS during all other times of the day. TABLE 3 AM Peak Hour Intersection Level of Service Summary Average Delay in Seconds per Vehicle/Level of Service (LOS) # Intersection Description Existing 2016 AM Peak Hour 2017 (Existing Plus 2% Growth) 2017 With Project 1 Main St./7th Ave. (Stop Sign on 7th) NBR Stop Controlled 9.3/A 9.3/A 9.3/A [0.0] Total Int. Delay/LOS 0.1/A 0.1/A 0.1/A [0.0] 2 Main St./8th Ave. (Signalized) Total Int. Delay/LOS 7.7/A 7.7/A 7.8/A [0.1] 3 Babcock St./7th Ave. (Stop Signs on 7th) NB Delay/LOS 10.4/B 10.5/B 10.6/B [0.1] SB Delay/LOS 10.7/B 10.7/B 10.8/B [0.1] Total Int. Delay/LOS 0.8/A 0.8/A 0.9/A [0.1] 4 Babcock St./8th Ave. (Stop Sign on Babcock St.) EB Delay/LOS 57.7/F 64.3/F 67.8/F [3.5] Total Int. Delay/LOS 14.3/B 15.7/C 16.5/C [0.8] 5 Babcock St./11th Ave. (Stop Signs on Babcock St.) EB Delay/LOS 22.8/C 23.8/C 23.9/C [0.1] WB Delay/LOS 14.4/B 14.7/B 14.6/C [-0.1] Total Int. Delay/LOS 5.1/A 5.3/A 5.3/A [0.0] 6 Koch St./8th Ave. (Stop Signs on Koch St.) EB Delay/LOS 13.4/B 13.5/B 13.8/B [0.3] WB Delay/LOS 12.4/B 12.5/B 12.8/B [0.3] Total Int. Delay/LOS 2.7/A 2.7/A 3.0/A [0.3] Note: Bracketed values in the final column represent the increased delay in seconds/vehicle with the addition of anticipated project traffic. Traffic Impact Study Traffic and Improvement Analysis 718 West Babcock Street 23 TABLE 4 PM Peak Hour Intersection Level of Service Summary Average Delay in Seconds per Vehicle/Level of Service (LOS) # Intersection Description Existing 2016 PM Peak Hour 2017 (Existing + 2% Growth) 2017 With Project 1 Main St./7th Ave. (Stop Sign on 7th) NBR Stop Controlled 9.5/A 9.5/A 9.5/A Total Int. Delay/LOS 0.1/A 0.1/A 0.1/A 2 Main St./8th Ave. (Signalized) Total Int. Delay/LOS 10.0/A 10.4/B 10.8/B 3 Babcock St./7thAve. (Stop Signs on 7th) NB Delay/LOS 10.8/B 10.9/B 10.9/B SB Delay/LOS 10.7/B 10.8/B 10.9/B Total Int. Delay/LOS 0.8/A 0.8/A 0.9/A 4 Babcock St./8th (Stop Sign on Babcock St.) EB Delay/LOS 204.1/F (49.8/E) 230.7/F (54.3/F) 268.0/F (61.9/F) Total Int. Delay/LOS 47.2/E(12.6/B) 53.2/F(13.7/B) 61.4/F (15.3/C) 5 Babcock St./11th Ave. (Stop Signs on Babcock) EB Delay/LOS 48.6/E 53.7/F 55.3/F WB Delay/LOS 21.5/C 22.3/C 22.5/C Total Int. Delay/LOS 8.5/A 9.2/A 9.4/A 6 Koch St./8th Ave. (Stop Signs on Koch) EB Delay/LOS 16.2/C 16.5/C 16.7/C WB Delay/LOS 13.8/B 14.0/B 14.2/B Total Int. Delay/LOS 3.3/A 3.3/A 3.3/A Note: Parenthetical values assume the addition of a 2nd Eastbound thru (EBT) lane on Babcock Street at 8th Avenue. 6.3 TRANSPORTATION IMPROVEMENTS No off-site traffic improvements are required to support the proposed project. However, signs and landscaping near the project driveway and adjacent to the Babcock Street/7th Avenue intersection should be designed provide adequate sight distance. 6.4 TRAFFIC SAFETY No improvements are required to enhance traffic or pedestrian safety in the study area. The proposed project is not expected to create significant traffic safety issues, and adequate sight distance can be provided at the two project driveways. The proposed street system near the project is adequate and will result in good service levels during both the peak and non-peak times. Internal site circulation is expected to function well. The project will comply with the Bozeman City parking code requirements. Traffic Impact Study Recommendations and Conclusions 718 West Babcock Street 24 7.0 RECOMMENDATIONS AND CONCLUSIONS Site access and on site circulation are appropriate for the size and type of project proposed. The proposed project driveways will not create any significant conflicts with adjacent driveways or intersections. The anticipated project traffic during both the am and pm peak hour will not change the LOS at any of the six study intersections; therefore, we conclude that the proposed project will not have any significant traffic impacts and no modifications or improvements to the local street system are required. APPENDICES APPENDIX A Manual Traffic Counts 1 N-S STREET:8th Avenue PEAK HOUR VOLUME:1398 0 E-W STREET:Main Street PEAK HOUR FACTOR:0.93 Total SB 0 0 0 COUNT DATE:Oct. 4, 2016 SBR SBT SBL NOTES:slight rain 0 EBL WBR 0 711 Total EB 579 EBT WBT 368 Total WB 493 132 EBR WBL 125 COUNT TIME:140 0 54 FROM:7:00 AM NBL NBT NBR TO:9:00 AM 194 Total NB COUNT DATA INPUT: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM 7:15 AM 10 0 62 16 19 57 164 7:15 AM 7:30 AM 9 8 92 22 20 54 205 7:30 AM 7:45 AM 9 7 121 26 23 70 256 7:45 AM 8:00 AM 27 17 156 43 45 89 377 8:00 AM 8:15 AM 53 11 142 34 27 109 376 8:15 AM 8:30 AM 42 11 156 35 14 80 338 8:30 AM 8:45 AM 18 15 125 20 39 90 307 8:45 AM 9:00 AM 19 16 141 31 24 93 324 NBL NBT NBR EBL EBT EBR SBL SBT SBR WBL WBT WBR TOTAL 7:00 AM 8:00 AM 55 0 32 0 431 107 0 0 0 107 270 0 1002 7:15 AM 8:15 AM 98 0 43 0 511 125 0 0 0 115 322 0 1214 7:30 AM 8:30 AM 131 0 46 0 575 138 0 0 0 109 348 0 1347 *7:45 AM 8:45 AM 140 0 54 0 579 132 0 0 0 125 368 0 1398 8:00 AM 9:00 AM 132 0 53 0 564 120 0 0 0 104 372 0 1345 * Peak Hour Time and Traffic Volumes are shown in Bold WESTBOUND TOTALTIME PERIOD HOURLY VOLUME AM PEAK HOURINTERSECTION No. PEAK HOUR 7:45 to 8:45 DATA NORTHBOUND EASTBOUND SOUTHBOUND 1 N-S STREET:8th Avenue PEAK HOUR VOLUME:2329 0 E-W STREET:Main Street PEAK HOUR FACTOR:0.90 Total SB 0 0 0 COUNT DATE:Oct. 4, 2016 SBR SBT SBL NOTES:0 EBL WBR 0 958 Total EB 834 EBT WBT 881 Total WB 1054 124 EBR WBL 173 COUNT TIME:178 0 139 FROM:4:00 PM NBL NBT NBR TO:6:00 PM 317 Total NB COUNT DATA INPUT: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM 4:15 PM 32 37 168 17 24 176 454 4:15 PM 4:30 PM 23 43 190 22 26 209 513 4:30 PM 4:45 PM 43 45 180 25 30 183 506 4:45 PM 5:00 PM 35 31 186 34 49 192 527 5:00 PM 5:15 PM 48 52 226 26 40 255 647 5:15 PM 5:30 PM 61 29 217 35 46 218 606 5:30 PM 5:45 PM 34 27 205 29 38 216 549 5:45 PM 6:00 PM 27 28 166 33 46 175 475 NBL NBT NBR EBL EBT EBR SBL SBT SBR WBL WBT WBR TOTAL 4:00 PM 5:00 PM 133 0 156 0 724 98 0 0 0 129 760 0 2000 4:15 PM 5:15 PM 149 0 171 0 782 107 0 0 0 145 839 0 2193 4:30 PM 5:30 PM 187 0 157 0 809 120 0 0 0 165 848 0 2286 *4:45 PM 5:45 PM 178 0 139 0 834 124 0 0 0 173 881 0 2329 5:00 PM 6:00 PM 170 0 136 0 814 123 0 0 0 170 864 0 2277 * Peak Hour Time and Traffic Volumes are shown in Bold WESTBOUND TOTAL PM PEAK HOURINTERSECTION No. HOURLY VOLUME PEAK HOUR 4:45 to 5:45 DATA TIME PERIOD NORTHBOUND EASTBOUND SOUTHBOUND 2 N-S STREET:11th Avenue PEAK HOUR VOLUME:815 386 E-W STREET:Babcock Street PEAK HOUR FACTOR:0.91 Total SB 33 330 23 COUNT DATE:Oct. 4, 2016 SBR SBT SBL NOTES:slight rain 18 EBL WBR 14 143 Total EB 99 EBT WBT 11 Total WB 29 26 EBR WBL 4 COUNT TIME:28 200 29 FROM:7:00 AM NBL NBT NBR TO:9:00 AM 257 Total NB COUNT DATA INPUT: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM 7:15 AM 5 38 1 1 9 1 0 45 1 0 0 0 101 7:15 AM 7:30 AM 2 49 7 4 14 5 4 63 4 0 2 2 156 7:30 AM 7:45 AM 8 34 4 2 22 4 2 83 5 1 5 2 172 7:45 AM 8:00 AM 4 43 10 6 30 8 10 97 8 1 0 2 219 8:00 AM 8:15 AM 10 70 6 6 26 6 5 73 12 2 4 4 224 8:15 AM 8:30 AM 6 53 9 4 21 8 6 77 8 0 2 6 200 8:30 AM 8:45 AM 8 31 10 2 24 3 2 74 9 1 2 2 168 8:45 AM 9:00 AM 12 29 11 4 29 5 7 72 14 1 3 1 188 NBL NBT NBR EBL EBT EBR SBL SBT SBR WBL WBT WBR TOTAL 7:00 AM 8:00 AM 19 164 22 13 75 18 16 288 18 2 7 6 648 7:15 AM 8:15 AM 24 196 27 18 92 23 21 316 29 4 11 10 771 *7:30 AM 8:30 AM 28 200 29 18 99 26 23 330 33 4 11 14 815 7:45 AM 8:45 AM 28 197 35 18 101 25 23 321 37 4 8 14 811 8:00 AM 9:00 AM 36 183 36 16 100 22 20 296 43 4 11 13 780 * Peak Hour Time and Traffic Volumes are shown in Bold WESTBOUND TOTALTIME PERIOD HOURLY VOLUME INTERSECTION No.AM PEAK HOUR PEAK HOUR 7:30 to 8:30 DATA NORTHBOUND EASTBOUND SOUTHBOUND 2 N-S STREET:11th Avenue PEAK HOUR VOLUME:1120 414 E-W STREET:Babcock Street PEAK HOUR FACTOR:0.99 Total SB 43 331 40 COUNT DATE:Oct. 4, 2016 SBR SBT SBL NOTES:14 EBL WBR 40 147 Total EB 101 EBT WBT 24 Total WB 70 32 EBR WBL 6 COUNT TIME:41 391 57 FROM:4:00 PM NBL NBT NBR TO:6:00 PM 489 Total NB COUNT DATA INPUT: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM 4:15 PM 13 75 10 1 27 5 7 74 7 2 5 8 234 4:15 PM 4:30 PM 13 72 10 4 21 4 5 59 11 3 4 5 211 4:30 PM 4:45 PM 6 117 16 5 23 11 3 63 9 6 3 7 269 4:45 PM 5:00 PM 8 95 12 8 20 4 8 67 11 1 2 6 242 5:00 PM 5:15 PM 13 106 21 2 22 5 8 70 12 1 3 14 277 5:15 PM 5:30 PM 6 104 12 3 27 7 8 91 10 1 4 10 283 5:30 PM 5:45 PM 10 92 14 5 29 5 13 86 11 1 8 10 284 5:45 PM 6:00 PM 12 89 10 4 23 15 11 84 10 3 9 6 276 NBL NBT NBR EBL EBT EBR SBL SBT SBR WBL WBT WBR TOTAL 4:00 PM 5:00 PM 40 359 48 18 91 24 23 263 38 12 14 26 956 4:15 PM 5:15 PM 40 390 59 19 86 24 24 259 43 11 12 32 999 4:30 PM 5:30 PM 33 422 61 18 92 27 27 291 42 9 12 37 1071 4:45 PM 5:45 PM 37 397 59 18 98 21 37 314 44 4 17 40 1086 *5:00 PM 6:00 PM 41 391 57 14 101 32 40 331 43 6 24 40 1120 * Peak Hour Time and Traffic Volumes are shown in Bold WESTBOUND TOTALTIME PERIOD HOURLY VOLUME INTERSECTION No.PM PEAK HOUR PEAK HOUR 5:00 to 6:00 DATA NORTHBOUND EASTBOUND SOUTHBOUND 3 N-S STREET:8th Avenue PEAK HOUR VOLUME:768 272 E-W STREET:Babcock Street PEAK HOUR FACTOR:0.81 Total SB 4 157 111 COUNT DATE:Oct. 4, 2016 SBR SBT SBL NOTES:slight rain 5 EBL WBR 0 171 Total EB 152 EBT WBT 0 Total WB 0 14 EBR WBL 0 COUNT TIME:13 222 90 FROM:7:00 AM NBL NBT NBR TO:9:00 AM 325 Total NB COUNT DATA INPUT: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM 7:15 AM 1 13 3 1 10 0 9 30 0 67 7:15 AM 7:30 AM 3 24 10 1 20 1 17 35 1 112 7:30 AM 7:45 AM 3 26 10 0 20 1 17 32 1 110 7:45 AM 8:00 AM 4 63 27 1 47 7 31 56 1 237 8:00 AM 8:15 AM 4 68 16 2 41 2 35 30 0 198 8:15 AM 8:30 AM 4 54 24 1 30 3 27 30 1 174 8:30 AM 8:45 AM 1 37 23 1 34 2 18 41 2 159 8:45 AM 9:00 AM 6 31 18 3 36 2 23 46 1 166 NBL NBT NBR EBL EBT EBR SBL SBT SBR WBL WBT WBR TOTAL 7:00 AM 8:00 AM 11 126 50 3 97 9 74 153 3 0 0 0 526 7:15 AM 8:15 AM 14 181 63 4 128 11 100 153 3 0 0 0 657 7:30 AM 8:30 AM 15 211 77 4 138 13 110 148 3 0 0 0 719 *7:45 AM 8:45 AM 13 222 90 5 152 14 111 157 4 0 0 0 768 8:00 AM 9:00 AM 15 190 81 7 141 9 103 147 4 0 0 0 697 * Peak Hour Time and Traffic Volumes are shown in Bold WESTBOUND TOTALTIME PERIOD HOURLY VOLUME INTERSECTION No.AM PEAK HOUR PEAK HOUR 7:45 to 8:45 DATA NORTHBOUND EASTBOUND SOUTHBOUND 3 N-S STREET:8th Avenue PEAK HOUR VOLUME:932 299 E-W STREET:Babcock Street PEAK HOUR FACTOR:0.89 Total SB 14 162 123 COUNT DATE:Oct. 4, 2016 SBR SBT SBL NOTES:6 EBL WBR 0 209 Total EB 184 EBT WBT 0 Total WB 0 19 EBR WBL 0 COUNT TIME:22 305 97 FROM:4:00 PM NBL NBT NBR TO:6:00 PM 424 Total NB COUNT DATA INPUT: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM 4:15 PM 6 71 23 3 39 2 10 32 2 188 4:15 PM 4:30 PM 6 64 17 2 43 2 24 28 2 188 4:30 PM 4:45 PM 9 75 17 3 38 3 21 31 1 198 4:45 PM 5:00 PM 3 67 24 3 43 7 30 45 4 226 5:00 PM 5:15 PM 8 93 30 1 40 2 33 27 1 235 5:15 PM 5:30 PM 6 90 19 1 50 3 39 47 8 263 5:30 PM 5:45 PM 5 55 24 1 51 7 21 43 1 208 5:45 PM 6:00 PM 6 52 17 6 41 2 24 57 1 206 NBL NBT NBR EBL EBT EBR SBL SBT SBR WBL WBT WBR TOTAL 4:00 PM 5:00 PM 24 277 81 11 163 14 85 136 9 0 0 0 800 4:15 PM 5:15 PM 26 299 88 9 164 14 108 131 8 0 0 0 847 4:30 PM 5:30 PM 26 325 90 8 171 15 123 150 14 0 0 0 922 *4:45 PM 5:45 PM 22 305 97 6 184 19 123 162 14 0 0 0 932 5:00 PM 6:00 PM 25 290 90 9 182 14 117 174 11 0 0 0 912 * Peak Hour Time and Traffic Volumes are shown in Bold WESTBOUND TOTALTIME PERIOD HOURLY VOLUME INTERSECTION No.PM PEAK HOUR PEAK HOUR 4:45 to 5:45 DATA NORTHBOUND EASTBOUND SOUTHBOUND 4 N-S STREET:8th Avenue PEAK HOUR VOLUME:501 179 E-W STREET:Koch Street PEAK HOUR FACTOR:0.80 Total SB 6 159 14 COUNT DATE:Oct. 4, 2016 SBR SBT SBL NOTES:slight rain 20 EBL WBR 15 57 Total EB 21 EBT WBT 19 Total WB 38 16 EBR WBL 4 COUNT TIME:12 214 1 FROM:7:00 AM NBL NBT NBR TO:9:00 AM 227 Total NB COUNT DATA INPUT: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM 7:15 AM 0 10 0 0 1 0 1 31 1 0 0 2 46 7:15 AM 7:30 AM 1 31 1 4 1 0 3 34 0 0 1 0 76 7:30 AM 7:45 AM 0 20 0 9 6 3 2 42 1 1 7 2 93 7:45 AM 8:00 AM 2 55 0 7 6 9 3 55 3 1 11 4 156 8:00 AM 8:15 AM 3 57 0 6 6 2 0 33 1 0 2 6 116 8:15 AM 8:30 AM 3 53 1 6 6 3 5 33 2 3 5 1 121 8:30 AM 8:45 AM 4 49 0 1 3 2 6 38 0 0 1 4 108 8:45 AM 9:00 AM 0 32 1 9 8 0 9 43 3 1 4 3 113 NBL NBT NBR EBL EBT EBR SBL SBT SBR WBL WBT WBR TOTAL 7:00 AM 8:00 AM 3 116 1 20 14 12 9 162 5 2 19 8 371 7:15 AM 8:15 AM 6 163 1 26 19 14 8 164 5 2 21 12 441 7:30 AM 8:30 AM 8 185 1 28 24 17 10 163 7 5 25 13 486 *7:45 AM 8:45 AM 12 214 1 20 21 16 14 159 6 4 19 15 501 8:00 AM 9:00 AM 10 191 2 22 23 7 20 147 6 4 12 14 458 * Peak Hour Time and Traffic Volumes are shown in Bold WESTBOUND TOTALTIME PERIOD HOURLY VOLUME INTERSECTION No.AM PEAK HOUR PEAK HOUR 7:45 to 8:45 DATA NORTHBOUND EASTBOUND SOUTHBOUND 4 N-S STREET:8th Avenue PEAK HOUR VOLUME:573 167 E-W STREET:Koch Street PEAK HOUR FACTOR:0.88 Total SB 9 145 13 COUNT DATE:Oct. 4, 2016 SBR SBT SBL NOTES:25 EBL WBR 16 63 Total EB 31 EBT WBT 21 Total WB 43 7 EBR WBL 6 COUNT TIME:14 280 6 FROM:4:00 PM NBL NBT NBR TO:6:00 PM 300 Total NB COUNT DATA INPUT: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM 4:15 PM 3 71 4 6 10 3 2 31 4 1 3 1 139 4:15 PM 4:30 PM 1 64 1 3 5 0 0 34 2 0 0 4 114 4:30 PM 4:45 PM 7 83 0 3 5 2 2 33 1 0 3 2 141 4:45 PM 5:00 PM 0 59 3 5 7 1 5 35 0 1 5 3 124 5:00 PM 5:15 PM 3 76 0 10 9 2 3 37 4 3 9 6 162 5:15 PM 5:30 PM 4 62 3 7 10 2 3 40 4 2 4 5 146 5:30 PM 5:45 PM 2 54 1 3 8 1 3 53 1 0 3 3 132 5:45 PM 6:00 PM 2 44 1 6 7 3 2 47 0 2 6 1 121 NBL NBT NBR EBL EBT EBR SBL SBT SBR WBL WBT WBR TOTAL 4:00 PM 5:00 PM 11 277 8 17 27 6 9 133 7 2 11 10 518 4:15 PM 5:15 PM 11 282 4 21 26 5 10 139 7 4 17 15 541 *4:30 PM 5:30 PM 14 280 6 25 31 7 13 145 9 6 21 16 573 4:45 PM 5:45 PM 9 251 7 25 34 6 14 165 9 6 21 17 564 5:00 PM 6:00 PM 11 236 5 26 34 8 11 177 9 7 22 15 561 * Peak Hour Time and Traffic Volumes are shown in Bold WESTBOUND TOTALTIME PERIOD HOURLY VOLUME INTERSECTION No.PM PEAK HOUR PEAK HOUR 4:30 to 5:30 DATA NORTHBOUND EASTBOUND SOUTHBOUND 5 N-S STREET:7th Avenue PEAK HOUR VOLUME:0 0 E-W STREET:Babcock Street PEAK HOUR FACTOR:#DIV/0!Total SB 0 0 0 COUNT DATE:Oct. _, 2016 SBR SBT SBL NOTES:slight rain 0 EBL WBR 0 0 Total EB 0 EBT WBT 0 Total WB 0 0 EBR WBL 0 COUNT TIME:0 0 0 FROM:7:00 AM NBL NBT NBR TO:9:00 AM 0 Total NB COUNT DATA INPUT: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 7:00 AM 7:15 AM 0 7:15 AM 7:30 AM 0 7:30 AM 7:45 AM 0 7:45 AM 8:00 AM 0 8:00 AM 8:15 AM 0 8:15 AM 8:30 AM 0 8:30 AM 8:45 AM 0 8:45 AM 9:00 AM 0 NBL NBT NBR EBL EBT EBR SBL SBT SBR WBL WBT WBR TOTAL 7:00 AM 8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 7:15 AM 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM 8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 *7:45 AM 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM 9:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 * Peak Hour Time and Traffic Volumes are shown in Bold WESTBOUND TOTALTIME PERIOD HOURLY VOLUME INTERSECTION No.AM PEAK HOUR PEAK HOUR 7:45 to 8:45 DATA NORTHBOUND EASTBOUND SOUTHBOUND 5 N-S STREET:7th Avenue PEAK HOUR VOLUME:339 13 E-W STREET:Babcock Street PEAK HOUR FACTOR:0.90 Total SB 0 2 11 COUNT DATE:Wed. Oct. 5, 2016 SBR SBT SBL NOTES:Cool, cloudy 2 EBL WBR 0 307 Total EB 299 EBT WBT 0 Total WB 0 6 EBR WBL 0 COUNT TIME:0 8 11 FROM:4:00 PM NBL NBT NBR TO:6:00 PM 19 Total NB COUNT DATA INPUT: Left Thru Right Left Thru Right Left Thru Right Left Thru Right 4:00 PM 4:15 PM 1 1 0 70 3 1 1 77 4:15 PM 4:30 PM 1 1 2 63 1 0 2 70 4:30 PM 4:45 PM 1 2 2 60 1 1 2 69 4:45 PM 5:00 PM 1 1 1 75 0 3 0 81 5:00 PM 5:15 PM 2 4 0 66 2 3 2 79 5:15 PM 5:30 PM 2 5 1 74 1 2 0 85 5:30 PM 5:45 PM 3 1 0 84 3 3 0 94 5:45 PM 6:00 PM 2 1 2 70 2 2 2 81 NBL NBT NBR EBL EBT EBR SBL SBT SBR WBL WBT WBR TOTAL 4:00 PM 5:00 PM 0 4 5 5 268 5 5 5 0 0 0 0 297 4:15 PM 5:15 PM 0 5 8 5 264 4 7 6 0 0 0 0 299 4:30 PM 5:30 PM 0 6 12 4 275 4 9 4 0 0 0 0 314 *4:45 PM 5:45 PM 0 8 11 2 299 6 11 2 0 0 0 0 339 5:00 PM 6:00 PM 0 9 11 3 294 8 10 4 0 0 0 0 339 * Peak Hour Time and Traffic Volumes are shown in Bold WESTBOUND TOTALTIME PERIOD HOURLY VOLUME INTERSECTION No.PM PEAK HOUR PEAK HOUR 4:45 to 5:45 DATA NORTHBOUND EASTBOUND SOUTHBOUND APPENDIX B Trip Generation Data Detailed Land Use Data Project: Phase: Description: Open Date: Analysis Date: 718 Babcock Phase 1 42 Apartments and 3,000SF Specialty Retail 1/9/2017 1/9/2017 For 42 Dwelling Units of APT 1 ( 220 ) Apartment Day / Period Rate Avg Rate Min Rate Max Dev Std Trips Pass-By Size Avg Enter Exit % % Eq. Use Equation R2Trips Total Weekday Average Daily Trips 6.65 1.27 3.0712.5 210 50 50 False T = 6.06(X) + 123.56 0.87279 0 Weekday AM Peak Hour of Generator 0.55 0.1 0.761.08 230 29 71 False T = 0.54(X) + 2.45 0.8223 0 Weekday AM Peak Hour of Adjacent Street Traffic 0.51 0.1 0.731.02 235 20 80 False T = 0.49(X) + 3.73 0.8321 0 Weekday PM Peak Hour of Generator 0.67 0.1 0.851.64 229 61 39 False T = 0.60(X) + 14.91 0.828 0 Weekday PM Peak Hour of Adjacent Street Traffic 0.62 0.1 0.821.64 233 65 35 False T = 0.55(X) + 17.65 0.7726 0 Saturday Average Daily Trips 6.39 2.84 2.998.4 175 50 50 False T = 7.85(X) - 256.19 0.85268 0 Saturday Peak Hour of Generator 0.52 0.26 0.741.05 178 50 50 False T = 0.41(X) + 19.23 0.5622 0 Sunday Average Daily Trips 5.86 3.21 2.737.53 182 50 50 False T = 6.42(X) - 101.12 0.82246 0 Sunday Peak Hour of Generator 0.51 0.26 0.751.43 186 50 50 False21 0 1TRIP GENERATION 2013, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 2012 Detailed Land Use Data Project: Phase: Description: Open Date: Analysis Date: 718 Babcock Phase 1 42 Apartments and 3,000SF Specialty Retail 1/9/2017 1/9/2017 For 3 Gross Leasable Area 1000 SF of CENTERSPECIALTY 1 ( 826 ) Specialty Retail Center Day / Period Rate Avg Rate Min Rate Max Dev Std Trips Pass-By Size Avg Enter Exit % % Eq. Use Equation R2Trips Total Weekday Average Daily Trips 44.32 21.3 15.5264.21 25 50 50 False T = 42.78(X) + 37.66 0.69133 0 Weekday AM Peak Hour of Generator 6.84 5.33 3.5514.08 60 48 52 False T = 4.91(X) + 115.59 0.921 0 Weekday PM Peak Hour of Generator 5.02 4.59 2.316.18 75 56 44 False15 0 Weekday PM Peak Hour of Adjacent Street Traffic 2.71 2.03 1.835.16 69 44 56 False T = 2.40(X) + 21.48 0.988 0 Saturday Average Daily Trips 42.04 22.57 13.9754.47 28 50 50 False126 0 Sunday Average Daily Trips 20.43 6.96 10.2732.82 28 50 50 False61 0 2TRIP GENERATION 2013, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 2012 Internal Capture Report - Alternative 1 Project: Open Date: Analysis Date:718 Babcock 1/9/2017 1/9/2017 AM & PM Peak Hour Exiting Trips Category Internal External Total Internal External TotalPercent Percent Entering TripsAM Cinema 0 0 0 0%0 0 0 0% Hotel 0 0 0 0%0 0 0 0% Office 0 0 0 0%0 0 0 0% Residential 0 4 4 0%0 17 17 0% Restaurant 0 0 0 0%0 0 0 0% Retail 0 0 0 0%0 0 0 0% All Other Land Uses 0 0 0 0%0 0 0 0% Totals 0 4 4 0%0 17 17 0% Exiting Trips Category Internal External Total Internal External TotalPercent Percent Entering TripsPM Cinema 0 0 0 0 0 0 0%0% Hotel 0 0 0 0 0 0 0%0% Office 0 0 0 0 0 0 0%0% Residential 1 16 17 0 9 9 0%6% Restaurant 0 0 0 0 0 0 0%0% Retail 0 4 4 1 3 4 25%0% All Other Land Uses 0 0 0 0 0 0 0%0% Totals 1 20 21 1 12 13 8%5% Rates Used : NCHRP TRIP GENERATION 2014, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 2012 Trip Generation Summary - Alternative 1 Project: Alternative: Open Date: Analysis Date: 718 Babcock Alternative 1 1/9/2017 1/9/2017 ITE Land Use Enter Exit Enter Exit Average Daily Trips Enter Exit TotalTotalTotal AM Peak Hour of Adjacent Street Traffic PM Peak Hour of Adjacent Street Traffic 220 APT 1 42 Dwelling Units 2691721174279139140 826 CENTERSPECIALTY 1 3 Gross Leasable Area 1000 SF 8441336667 Unadjusted Volume 207 205 412 4 17 21 21 13 34 Internal Capture Trips 0 0 0 0 0 0 1 1 2 0 0 0 0 0 0 0 0 0 207 205 412 4 17 21 20 12 32 Pass-By Trips Volume Added to Adjacent Streets Total AM Peak Hour Internal Capture = 0 Percent Total PM Peak Hour Internal Capture = 6 Percent 1TRIP GENERATION 2014, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 2012 APPENDIX C Synchro Peak Hour Level of Service Printouts HCM Unsignalized Intersection Capacity Analysis 1: 7th Avenue & Main Street 10/31/2016 Exisiting 2016 AM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h)621 12 0 493 0 9 Sign Control Free Free Stop Grade 0%0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 675 13 0 536 0 10 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 310 110 pX, platoon unblocked 0.92 0.92 0.92 vC, conflicting volume 688 949 344 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 482 767 107 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %100 100 99 cM capacity (veh/h)989 311 850 Direction, Lane #EB 1 EB 2 WB 1 WB 2 NB 1 Volume Total 450 238 268 268 10 Volume Left 0 0 0 0 0 Volume Right 0 13 0 0 10 cSH 1700 1700 1700 1700 850 Volume to Capacity 0.26 0.14 0.16 0.16 0.01 Queue Length 95th (ft) 0 0 0 0 1 Control Delay (s)0.0 0.0 0.0 0.0 9.3 Lane LOS A Approach Delay (s)0.0 0.0 9.3 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 27.5% ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, Timings 2: 8th Avenue & Main Street 10/31/2016 Exisiting 2016 AM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph)579 132 125 368 140 54 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.972 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3440 0 1770 3539 1770 1583 Flt Permitted 0.332 0.950 Satd. Flow (perm)3440 0 618 3539 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR)82 58 Link Speed (mph)25 25 25 Link Distance (ft)1012 310 273 Travel Time (s)27.6 8.5 7.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)623 142 134 396 151 58 Shared Lane Traffic (%) Lane Group Flow (vph) 765 0 134 396 151 58 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)9 15 15 9 Turn Type NA Perm NA Prot Prot Protected Phases 4 8 2 2 Permitted Phases 8 Minimum Split (s)20.0 20.0 20.0 20.0 20.0 Total Split (s)40.0 40.0 40.0 20.0 20.0 Total Split (%)66.7% 66.7% 66.7% 33.3% 33.3% Maximum Green (s) 36.0 36.0 36.0 16.0 16.0 Yellow Time (s)3.5 3.5 3.5 3.5 3.5 All-Red Time (s)0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s)5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s)36.0 36.0 36.0 16.0 16.0 Actuated g/C Ratio 0.60 0.60 0.60 0.27 0.27 v/c Ratio 0.36 0.36 0.19 0.32 0.12 Control Delay 6.0 9.6 5.7 20.0 6.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 6.0 9.6 5.7 20.0 6.4 LOS A A A B A Lanes, Volumes, Timings 2: 8th Avenue & Main Street 10/31/2016 Exisiting 2016 AM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 2 Lane Group EBT EBR WBL WBT NBL NBR Approach Delay 6.0 6.7 16.2 Approach LOS A A B Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green Natural Cycle: 45 Control Type: Pretimed Maximum v/c Ratio: 0.36 Intersection Signal Delay: 7.7 Intersection LOS: A Intersection Capacity Utilization 44.9%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: 8th & Main Street HCM Unsignalized Intersection Capacity Analysis 3: Babcock Street & 7th Avenue 10/31/2016 Exisiting 2016 AM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)7 340 6 0 0 0 0 6 9 6 3 0 Sign Control Free Free Stop Stop Grade 0%0%0%0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)8 370 7 0 0 0 0 7 10 7 3 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 376 390 388 188 213 391 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 376 390 388 188 213 391 0 tC, single (s)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free %100 100 100 99 99 99 99 100 cM capacity (veh/h) 1622 1179 539 543 822 707 540 1084 Direction, Lane #EB 1 EB 2 NB 1 SB 1 Volume Total 192 191 16 10 Volume Left 8 0 0 7 Volume Right 0 7 10 0 cSH 1622 1700 682 641 Volume to Capacity 0.00 0.11 0.02 0.02 Queue Length 95th (ft) 0 0 2 1 Control Delay (s)0.3 0.0 10.4 10.7 Lane LOS A B B Approach Delay (s)0.2 10.4 10.7 Approach LOS B B Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 21.9% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 4: Babcock Street & 8th Avenue 10/31/2016 Exisiting 2016 AM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)5 152 14 0 0 0 13 222 90 111 157 4 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Hourly flow rate (vph)6 188 17 0 0 0 16 274 111 137 194 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)273 pX, platoon unblocked vC, conflicting volume 832 888 196 941 835 330 199 385 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 832 888 196 941 835 330 199 385 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %98 24 98 100 100 100 99 88 cM capacity (veh/h) 260 247 845 82 265 712 1374 1173 Direction, Lane #EB 1 NB 1 SB 1 SB 2 Volume Total 211 401 137 199 Volume Left 6 16 137 0 Volume Right 17 111 0 5 cSH 263 1374 1173 1700 Volume to Capacity 0.80 0.01 0.12 0.12 Queue Length 95th (ft) 156 1 10 0 Control Delay (s)57.7 0.4 8.5 0.0 Lane LOS F A A Approach Delay (s) 57.7 0.4 3.5 Approach LOS F Intersection Summary Average Delay 14.3 Intersection Capacity Utilization 45.5% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 5: 11th Avenue & Babcock Street 10/31/2016 Exisiting 2016 AM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)18 99 26 4 11 14 28 200 29 23 330 33 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 20 109 29 4 12 15 31 220 32 25 363 36 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 750 745 381 793 747 236 399 252 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 750 745 381 793 747 236 399 252 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %93 67 96 98 96 98 97 98 cM capacity (veh/h) 301 327 666 210 326 803 1160 1314 Direction, Lane #EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 157 32 282 25 399 Volume Left 20 4 31 25 0 Volume Right 29 15 32 0 36 cSH 356 413 1160 1314 1700 Volume to Capacity 0.44 0.08 0.03 0.02 0.23 Queue Length 95th (ft) 54 6 2 1 0 Control Delay (s)22.8 14.4 1.1 7.8 0.0 Lane LOS C B A A Approach Delay (s) 22.8 14.4 1.1 0.5 Approach LOS C B Intersection Summary Average Delay 5.1 Intersection Capacity Utilization 52.9% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 6: 8th Avenue & Koch Street 10/31/2016 Exisiting 2016 AM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)20 21 16 4 19 15 12 214 1 14 159 6 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.92 0.92 0.92 0.80 0.92 0.80 0.92 0.80 0.80 0.80 0.80 0.92 Hourly flow rate (vph) 22 23 17 5 21 19 13 268 1 18 199 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)1005 pX, platoon unblocked vC, conflicting volume 560 532 202 560 534 268 205 269 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 560 532 202 560 534 268 205 269 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %95 95 98 99 95 98 99 99 cM capacity (veh/h) 406 443 839 406 442 771 1366 1295 Direction, Lane #EB 1 WB 1 NB 1 SB 1 Volume Total 62 44 282 223 Volume Left 22 5 13 18 Volume Right 17 19 1 7 cSH 492 532 1366 1295 Volume to Capacity 0.13 0.08 0.01 0.01 Queue Length 95th (ft) 11 7 1 1 Control Delay (s)13.4 12.4 0.4 0.7 Lane LOS B B A A Approach Delay (s) 13.4 12.4 0.4 0.7 Approach LOS B B Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 28.7% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 1:10/31/2016 Synchro 8 ReportBackground AM Peak Hour 10/4/2016 JLN Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h)633 12 0 503 0 9 Sign Control Free Free Stop Grade 0%0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 688 13 0 547 0 10 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 310 110 pX, platoon unblocked 0.92 0.92 0.92 vC, conflicting volume 701 968 351 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 488 779 105 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %100 100 99 cM capacity (veh/h)981 304 851 Direction, Lane #EB 1 EB 2 WB 1 WB 2 NB 1 Volume Total 459 242 273 273 10 Volume Left 0 0 0 0 0 Volume Right 0 13 0 0 10 cSH 1700 1700 1700 1700 851 Volume to Capacity 0.27 0.14 0.16 0.16 0.01 Queue Length 95th (ft) 0 0 0 0 1 Control Delay (s)0.0 0.0 0.0 0.0 9.3 Lane LOS A Approach Delay (s)0.0 0.0 9.3 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 27.9% ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, Timings 2: 8th & Main Street 10/31/2016 Synchro 8 ReportBackground AM Peak Hour 10/4/2016 JLN Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph)591 135 128 375 143 55 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.972 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3440 0 1770 3539 1770 1583 Flt Permitted 0.326 0.950 Satd. Flow (perm)3440 0 607 3539 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR)82 59 Link Speed (mph)25 25 25 Link Distance (ft)1012 310 273 Travel Time (s)27.6 8.5 7.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)635 145 138 403 154 59 Shared Lane Traffic (%) Lane Group Flow (vph) 780 0 138 403 154 59 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)9 15 15 9 Turn Type NA Perm NA Prot Prot Protected Phases 4 8 2 2 Permitted Phases 8 Minimum Split (s)20.0 20.0 20.0 20.0 20.0 Total Split (s)40.0 40.0 40.0 20.0 20.0 Total Split (%)66.7% 66.7% 66.7% 33.3% 33.3% Maximum Green (s) 36.0 36.0 36.0 16.0 16.0 Yellow Time (s)3.5 3.5 3.5 3.5 3.5 All-Red Time (s)0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s)5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s)36.0 36.0 36.0 16.0 16.0 Actuated g/C Ratio 0.60 0.60 0.60 0.27 0.27 v/c Ratio 0.37 0.38 0.19 0.33 0.13 Control Delay 6.1 10.0 5.7 20.0 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 6.1 10.0 5.7 20.0 6.3 LOS A B A C A Lanes, Volumes, Timings 2: 8th & Main Street 10/31/2016 Synchro 8 ReportBackground AM Peak Hour 10/4/2016 JLN Page 2 Lane Group EBT EBR WBL WBT NBL NBR Approach Delay 6.1 6.8 16.2 Approach LOS A A B Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green Natural Cycle: 45 Control Type: Pretimed Maximum v/c Ratio: 0.38 Intersection Signal Delay: 7.7 Intersection LOS: A Intersection Capacity Utilization 45.7%ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: 8th & Main Street HCM Unsignalized Intersection Capacity Analysis 3: 7th Avenue & Babcock Street 10/31/2016 Synchro 8 ReportBackground AM Peak Hour 10/4/2016 JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)7 347 6 0 0 0 0 6 9 6 3 0 Sign Control Free Free Stop Stop Grade 0%0%0%0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)8 377 7 0 0 0 0 7 10 7 3 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 384 397 396 192 217 399 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 384 397 396 192 217 399 0 tC, single (s)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free %100 100 100 99 99 99 99 100 cM capacity (veh/h) 1622 1171 533 537 817 703 535 1084 Direction, Lane #EB 1 EB 2 NB 1 SB 1 Volume Total 196 195 16 10 Volume Left 8 0 0 7 Volume Right 0 7 10 0 cSH 1622 1700 676 636 Volume to Capacity 0.00 0.11 0.02 0.02 Queue Length 95th (ft) 0 0 2 1 Control Delay (s)0.3 0.0 10.5 10.7 Lane LOS A B B Approach Delay (s)0.2 10.5 10.7 Approach LOS B B Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 22.1% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 4: Babcock Street & 8th Avenue 10/31/2016 Synchro 8 ReportBackground AM Peak Hour 10/4/2016 JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)5 155 14 0 0 0 13 226 92 113 160 4 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Hourly flow rate (vph)6 191 17 0 0 0 16 279 114 140 198 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)273 pX, platoon unblocked vC, conflicting volume 847 904 200 957 849 336 202 393 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 847 904 200 957 849 336 202 393 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %98 21 98 100 100 100 99 88 cM capacity (veh/h) 254 241 841 73 259 706 1369 1166 Direction, Lane #EB 1 NB 1 SB 1 SB 2 Volume Total 215 409 140 202 Volume Left 6 16 140 0 Volume Right 17 114 0 5 cSH 256 1369 1166 1700 Volume to Capacity 0.84 0.01 0.12 0.12 Queue Length 95th (ft) 169 1 10 0 Control Delay (s)64.3 0.4 8.5 0.0 Lane LOS F A A Approach Delay (s) 64.3 0.4 3.5 Approach LOS F Intersection Summary Average Delay 15.7 Intersection Capacity Utilization 46.2% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 5: 11th Avenue & Babcock Street 10/31/2016 Synchro 8 ReportBackground AM Peak Hour 10/4/2016 JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)18 101 27 4 11 14 29 204 30 23 337 34 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 20 111 30 4 12 15 32 224 33 25 370 37 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 765 760 389 810 763 241 408 257 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 765 760 389 810 763 241 408 257 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %93 65 95 98 96 98 97 98 cM capacity (veh/h) 294 320 659 201 319 798 1151 1308 Direction, Lane #EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 160 32 289 25 408 Volume Left 20 4 32 25 0 Volume Right 30 15 33 0 37 cSH 349 403 1151 1308 1700 Volume to Capacity 0.46 0.08 0.03 0.02 0.24 Queue Length 95th (ft) 58 6 2 1 0 Control Delay (s)23.8 14.7 1.1 7.8 0.0 Lane LOS C B A A Approach Delay (s) 23.8 14.7 1.1 0.5 Approach LOS C B Intersection Summary Average Delay 5.3 Intersection Capacity Utilization 54.2% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 6: 8th Avenue & Koch Street 10/31/2016 Synchro 8 ReportBackground AM Peak Hour 10/4/2016 JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)20 21 16 4 19 15 12 218 1 14 162 6 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.92 0.92 0.92 0.80 0.92 0.80 0.92 0.80 0.80 0.80 0.80 0.92 Hourly flow rate (vph) 22 23 17 5 21 19 13 272 1 18 202 7 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)1005 pX, platoon unblocked vC, conflicting volume 569 541 206 569 543 273 209 274 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 569 541 206 569 543 273 209 274 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %95 95 98 99 95 98 99 99 cM capacity (veh/h) 400 438 835 400 436 766 1362 1289 Direction, Lane #EB 1 WB 1 NB 1 SB 1 Volume Total 62 44 287 227 Volume Left 22 5 13 18 Volume Right 17 19 1 7 cSH 487 527 1362 1289 Volume to Capacity 0.13 0.08 0.01 0.01 Queue Length 95th (ft) 11 7 1 1 Control Delay (s)13.5 12.5 0.4 0.7 Lane LOS B B A A Approach Delay (s) 13.5 12.5 0.4 0.7 Approach LOS B B Intersection Summary Average Delay 2.7 Intersection Capacity Utilization 28.9% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 1: 7th Ave & Main St.1/10/2017 Background Plus Project AM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 634 12 0 506 0 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 689 13 0 550 0 13 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 310 110 pX, platoon unblocked 0.92 0.92 0.92 vC, conflicting volume 702 971 351 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 489 782 105 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 98 cM capacity (veh/h) 980 303 850 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 Volume Total 459 243 275 275 13 Volume Left 0 0 0 0 0 Volume Right 0 13 0 0 13 cSH 1700 1700 1700 1700 850 Volume to Capacity 0.27 0.14 0.16 0.16 0.02 Queue Length 95th (ft) 0 0 0 0 1 Control Delay (s) 0.0 0.0 0.0 0.0 9.3 Lane LOS A Approach Delay (s) 0.0 0.0 9.3 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 27.9% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 2: 8th & Main St.1/10/2017 Background Plus Project AM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 591 135 129 377 145 56 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.972 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3440 0 1770 3539 1770 1583 Flt Permitted 0.326 0.950 Satd. Flow (perm) 3440 0 607 3539 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 82 60 Link Speed (mph) 25 25 25 Link Distance (ft) 1012 310 273 Travel Time (s) 27.6 8.5 7.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 635 145 139 405 156 60 Shared Lane Traffic (%) Lane Group Flow (vph) 780 0 139 405 156 60 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Turn Type NA Perm NA Prot Prot Protected Phases 4 8 2 2 Permitted Phases 8 Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 Total Split (s) 40.0 40.0 40.0 20.0 20.0 Total Split (%) 66.7% 66.7% 66.7% 33.3% 33.3% Maximum Green (s) 36.0 36.0 36.0 16.0 16.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 36.0 36.0 36.0 16.0 16.0 Actuated g/C Ratio 0.60 0.60 0.60 0.27 0.27 v/c Ratio 0.37 0.38 0.19 0.33 0.13 Control Delay 6.1 10.1 5.7 20.1 6.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 6.1 10.1 5.7 20.1 6.3 LOS A B A C A Lanes, Volumes, Timings 2: 8th & Main St.1/10/2017 Background Plus Project AM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 2 Lane Group EBT EBR WBL WBT NBL NBR Approach Delay 6.1 6.8 16.3 Approach LOS A A B Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green Natural Cycle: 45 Control Type: Pretimed Maximum v/c Ratio: 0.38 Intersection Signal Delay: 7.8 Intersection LOS: A Intersection Capacity Utilization 45.8% ICU Level of Service A Analysis Period (min) 15 Splits and Phases: 2: 8th & Main St. HCM Unsignalized Intersection Capacity Analysis 3: 7th Avenue & Babcock St.1/10/2017 Background Plus Project AM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 9 352 9 0 0 0 0 7 9 6 3 0 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 10 383 10 0 0 0 0 8 10 7 3 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 392 409 407 196 224 412 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 392 409 407 196 224 412 0 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 99 100 100 99 99 99 99 100 cM capacity (veh/h) 1622 1163 522 529 812 692 525 1084 Direction, Lane # EB 1 EB 2 NB 1 SB 1 Volume Total 201 201 17 10 Volume Left 10 0 0 7 Volume Right 0 10 10 0 cSH 1622 1700 658 626 Volume to Capacity 0.01 0.12 0.03 0.02 Queue Length 95th (ft) 0 0 2 1 Control Delay (s) 0.4 0.0 10.6 10.8 Lane LOS A B B Approach Delay (s) 0.2 10.6 10.8 Approach LOS B B Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 22.4% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Babcock St. & 8th Ave.1/10/2017 Background Plus Project AM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 5 156 14 0 0 0 14 229 92 114 160 4 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Hourly flow rate (vph) 6 193 17 0 0 0 17 283 114 141 198 5 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 273 pX, platoon unblocked vC, conflicting volume 856 912 200 967 858 340 202 396 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 856 912 200 967 858 340 202 396 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 98 19 98 100 100 100 99 88 cM capacity (veh/h) 250 237 841 68 255 703 1369 1162 Direction, Lane # EB 1 NB 1 SB 1 SB 2 Volume Total 216 414 141 202 Volume Left 6 17 141 0 Volume Right 17 114 0 5 cSH 252 1369 1162 1700 Volume to Capacity 0.86 0.01 0.12 0.12 Queue Length 95th (ft) 175 1 10 0 Control Delay (s) 67.8 0.4 8.5 0.0 Lane LOS F A A Approach Delay (s) 67.8 0.4 3.5 Approach LOS F Intersection Summary Average Delay 16.5 Intersection Capacity Utilization 46.4% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 5: 11th Avenue & Babcock Street 10/31/2016 Background Plus Project AM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)18 101 27 4 11 15 29 204 30 24 337 34 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 20 111 30 4 12 16 32 224 33 26 370 37 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 769 763 389 813 765 241 408 257 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 769 763 389 813 765 241 408 257 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %93 65 95 98 96 98 97 98 cM capacity (veh/h) 292 319 659 200 318 798 1151 1308 Direction, Lane #EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 160 33 289 26 408 Volume Left 20 4 32 26 0 Volume Right 30 16 33 0 37 cSH 348 409 1151 1308 1700 Volume to Capacity 0.46 0.08 0.03 0.02 0.24 Queue Length 95th (ft) 58 7 2 2 0 Control Delay (s)23.9 14.6 1.1 7.8 0.0 Lane LOS C B A A Approach Delay (s) 23.9 14.6 1.1 0.5 Approach LOS C B Intersection Summary Average Delay 5.3 Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 6: 8th Avenue & Koch Avenue 1/4/2017 Background Plus Project AM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 20 21 16 5 19 15 12 219 1 14 163 6 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Hourly flow rate (vph) 25 26 20 6 24 19 15 274 1 18 204 8 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1005 pX, platoon unblocked vC, conflicting volume 578 548 208 580 551 274 211 275 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 578 548 208 580 551 274 211 275 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 94 94 98 98 94 98 99 99 cM capacity (veh/h) 392 433 833 389 432 764 1359 1288 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 71 49 290 229 Volume Left 25 6 15 18 Volume Right 20 19 1 8 cSH 480 510 1359 1288 Volume to Capacity 0.15 0.10 0.01 0.01 Queue Length 95th (ft) 13 8 1 1 Control Delay (s) 13.8 12.8 0.5 0.7 Lane LOS B B A A Approach Delay (s) 13.8 12.8 0.5 0.7 Approach LOS B B Intersection Summary Average Delay 3.0 Intersection Capacity Utilization 28.2% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 1:10/31/2016 Existing 2016 PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 960 13 0 1054 0 11 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1043 14 0 1146 0 12 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 310 110 pX, platoon unblocked 0.85 0.85 0.85 vC, conflicting volume 1058 1623 529 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 710 1377 86 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 99 cM capacity (veh/h) 751 115 810 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 Volume Total 696 362 573 573 12 Volume Left 0 0 0 0 0 Volume Right 0 14 0 0 12 cSH 1700 1700 1700 1700 810 Volume to Capacity 0.41 0.21 0.34 0.34 0.01 Queue Length 95th (ft) 0 0 0 0 1 Control Delay (s) 0.0 0.0 0.0 0.0 9.5 Lane LOS A Approach Delay (s) 0.0 0.0 9.5 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 37.0% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 2: 8th Avenue & Main Street 10/31/2016 Existing 2016 PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph)834 124 173 881 178 139 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.981 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3472 0 1770 3539 1770 1583 Flt Permitted 0.229 0.950 Satd. Flow (perm)3472 0 427 3539 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR)49 149 Link Speed (mph)25 25 25 Link Distance (ft)1012 310 273 Travel Time (s)27.6 8.5 7.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)897 133 186 947 191 149 Shared Lane Traffic (%) Lane Group Flow (vph) 1030 0 186 947 191 149 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)9 15 15 9 Turn Type NA Perm NA Prot Prot Protected Phases 4 8 2 2 Permitted Phases 8 Minimum Split (s)20.0 20.0 20.0 20.0 20.0 Total Split (s)40.0 40.0 40.0 20.0 20.0 Total Split (%)66.7% 66.7% 66.7% 33.3% 33.3% Maximum Green (s) 36.0 36.0 36.0 16.0 16.0 Yellow Time (s)3.5 3.5 3.5 3.5 3.5 All-Red Time (s)0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s)5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s)36.0 36.0 36.0 16.0 16.0 Actuated g/C Ratio 0.60 0.60 0.60 0.27 0.27 v/c Ratio 0.49 0.73 0.45 0.40 0.28 Control Delay 7.4 29.8 7.4 21.2 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 7.4 29.8 7.4 21.2 5.3 LOS A C A C A Lanes, Volumes, Timings 2: 8th Avenue & Main Street 10/31/2016 Existing 2016 PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 2 Lane Group EBT EBR WBL WBT NBL NBR Approach Delay 7.4 11.1 14.3 Approach LOS A B B Intersection Summary Area Type:Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green Natural Cycle: 60 Control Type: Pretimed Maximum v/c Ratio: 0.73 Intersection Signal Delay: 10.0 Intersection LOS: A Intersection Capacity Utilization 56.5%ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: 8th & Main Street HCM Unsignalized Intersection Capacity Analysis 3: 7th Avenue & Babcock Street 10/31/2016 Existing 2016 PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)3 393 8 0 0 0 0 8 11 11 2 0 Sign Control Free Free Stop Stop Grade 0%0%0%0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)3 427 9 0 0 0 0 9 12 12 2 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 436 439 438 218 236 442 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 436 439 438 218 236 442 0 tC, single (s)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free %100 100 100 98 98 98 100 100 cM capacity (veh/h) 1622 1120 499 510 786 678 507 1084 Direction, Lane #EB 1 EB 2 NB 1 SB 1 Volume Total 217 222 21 14 Volume Left 3 0 0 12 Volume Right 0 9 12 0 cSH 1622 1700 640 644 Volume to Capacity 0.00 0.13 0.03 0.02 Queue Length 95th (ft) 0 0 2 2 Control Delay (s)0.1 0.0 10.8 10.7 Lane LOS A B B Approach Delay (s)0.1 10.8 10.7 Approach LOS B B Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 25.3% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 4: Babcock Street & 8th Avenue 11/3/2016 Existing 2016 PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)6 184 19 0 0 0 22 305 97 123 162 14 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Hourly flow rate (vph)7 227 23 0 0 0 27 377 120 152 200 17 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)273 pX, platoon unblocked vC, conflicting volume 1003 1063 209 1131 1012 436 217 496 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1003 1063 209 1131 1012 436 217 496 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %96 0 97 0 100 100 98 86 cM capacity (veh/h) 194 188 832 0 201 620 1352 1068 Direction, Lane #EB 1 NB 1 SB 1 SB 2 Volume Total 258 523 152 217 Volume Left 7 27 152 0 Volume Right 23 120 0 17 cSH 202 1352 1068 1700 Volume to Capacity 1.28 0.02 0.14 0.13 Queue Length 95th (ft) 349 2 12 0 Control Delay (s)204.1 0.6 8.9 0.0 Lane LOS F A A Approach Delay (s) 204.1 0.6 3.7 Approach LOS F Intersection Summary Average Delay 47.2 Intersection Capacity Utilization 53.7% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 4: Babcock Street & 8th Avenue 10/31/2016 Existing 2016 PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)6 184 19 0 0 0 22 305 97 123 162 14 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Hourly flow rate (vph)7 227 23 0 0 0 27 377 120 152 200 17 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)273 pX, platoon unblocked vC, conflicting volume 1003 1063 209 1131 1012 436 217 496 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1003 1063 209 1131 1012 436 217 496 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %96 0 97 0 100 100 98 86 cM capacity (veh/h) 194 188 832 0 201 620 1352 1068 Direction, Lane #EB 1 EB 2 NB 1 SB 1 SB 2 Volume Total 121 137 523 152 217 Volume Left 7 0 27 152 0 Volume Right 0 23 120 0 17 cSH 188 216 1352 1068 1700 Volume to Capacity 0.64 0.63 0.02 0.14 0.13 Queue Length 95th (ft) 94 94 2 12 0 Control Delay (s)53.4 46.7 0.6 8.9 0.0 Lane LOS F E A A Approach Delay (s) 49.8 0.6 3.7 Approach LOS E Intersection Summary Average Delay 12.6 Intersection Capacity Utilization 48.4% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 5: 11th Avenue & Babcock Street 10/31/2016 Existing 2016 PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)14 101 32 6 22 40 41 391 57 40 331 43 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 15 111 35 7 24 44 45 430 63 44 364 47 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1082 1058 387 1093 1050 461 411 492 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1082 1058 387 1093 1050 461 411 492 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %90 46 95 93 88 93 96 96 cM capacity (veh/h) 155 207 661 99 209 601 1148 1071 Direction, Lane #EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 162 75 537 44 411 Volume Left 15 7 45 44 0 Volume Right 35 44 63 0 47 cSH 235 293 1148 1071 1700 Volume to Capacity 0.69 0.26 0.04 0.04 0.24 Queue Length 95th (ft) 111 25 3 3 0 Control Delay (s)48.6 21.5 1.1 8.5 0.0 Lane LOS E C A A Approach Delay (s) 48.6 21.5 1.1 0.8 Approach LOS E C Intersection Summary Average Delay 8.5 Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 6: 8th Avenue & Koch Street 10/31/2016 Existing 2016 PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)25 31 7 6 21 16 14 280 6 13 145 9 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Hourly flow rate (vph) 31 39 9 8 26 20 18 350 8 16 181 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)1005 pX, platoon unblocked vC, conflicting volume 641 612 187 636 614 354 192 358 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 641 612 187 636 614 354 192 358 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %91 90 99 98 93 97 99 99 cM capacity (veh/h) 350 398 855 351 397 690 1381 1201 Direction, Lane #EB 1 WB 1 NB 1 SB 1 Volume Total 79 54 375 209 Volume Left 31 8 18 16 Volume Right 9 20 8 11 cSH 400 461 1381 1201 Volume to Capacity 0.20 0.12 0.01 0.01 Queue Length 95th (ft) 18 10 1 1 Control Delay (s)16.2 13.8 0.5 0.7 Lane LOS C B A A Approach Delay (s) 16.2 13.8 0.5 0.7 Approach LOS C B Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 33.1% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 1: 7th Avenue & Main Street 10/31/2016 Background 2017 PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h)979 13 0 1075 0 11 Sign Control Free Free Stop Grade 0%0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1064 14 0 1168 0 12 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 310 110 pX, platoon unblocked 0.84 0.84 0.84 vC, conflicting volume 1078 1655 539 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 720 1405 81 tC, single (s)4.1 6.8 6.9 tC, 2 stage (s) tF (s)2.2 3.5 3.3 p0 queue free %100 100 99 cM capacity (veh/h)739 110 812 Direction, Lane #EB 1 EB 2 WB 1 WB 2 NB 1 Volume Total 709 369 584 584 12 Volume Left 0 0 0 0 0 Volume Right 0 14 0 0 12 cSH 1700 1700 1700 1700 812 Volume to Capacity 0.42 0.22 0.34 0.34 0.01 Queue Length 95th (ft) 0 0 0 0 1 Control Delay (s)0.0 0.0 0.0 0.0 9.5 Lane LOS A Approach Delay (s)0.0 0.0 9.5 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 37.5% ICU Level of Service A Analysis Period (min)15 Lanes, Volumes, Timings 2: 8th Avenue & Main Street 10/31/2016 Background 2017 PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph)851 126 176 899 182 142 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.981 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot)3472 0 1770 3539 1770 1583 Flt Permitted 0.222 0.950 Satd. Flow (perm)3472 0 414 3539 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR)48 147 Link Speed (mph)25 25 25 Link Distance (ft)1012 310 273 Travel Time (s)27.6 8.5 7.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph)915 135 189 967 196 153 Shared Lane Traffic (%) Lane Group Flow (vph) 1050 0 189 967 196 153 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft)12 12 12 Link Offset(ft)0 0 0 Crosswalk Width(ft)16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph)9 15 15 9 Turn Type NA Perm NA Prot Prot Protected Phases 4 8 2 2 Permitted Phases 8 Minimum Split (s)20.0 20.0 20.0 20.0 20.0 Total Split (s)40.0 40.0 40.0 20.0 20.0 Total Split (%)66.7% 66.7% 66.7% 33.3% 33.3% Maximum Green (s) 36.0 36.0 36.0 16.0 16.0 Yellow Time (s)3.5 3.5 3.5 3.5 3.5 All-Red Time (s)0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s)0.0 0.0 0.0 0.0 0.0 Total Lost Time (s)4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s)5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s)36.0 36.0 36.0 16.0 16.0 Actuated g/C Ratio 0.60 0.60 0.60 0.27 0.27 v/c Ratio 0.50 0.76 0.46 0.42 0.29 Control Delay 7.5 33.8 7.5 21.4 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 7.5 33.8 7.5 21.4 5.7 LOS A C A C A Lanes, Volumes, Timings 2: 8th & Main Street 10/31/2016 Background 2017 PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 2 Lane Group EBT EBR WBL WBT NBL NBR Approach Delay 7.5 11.8 14.5 Approach LOS A B B Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green Natural Cycle: 60 Control Type: Pretimed Maximum v/c Ratio: 0.76 Intersection Signal Delay: 10.4 Intersection LOS: B Intersection Capacity Utilization 57.4% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: 8th & Main Street HCM Unsignalized Intersection Capacity Analysis 3: Babcock Street & 7th Avenue 10/31/2016 Background 2017 PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)3 401 8 0 0 0 0 8 11 11 2 0 Sign Control Free Free Stop Stop Grade 0%0%0%0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph)3 436 9 0 0 0 0 9 12 12 2 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 445 448 447 222 241 451 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 445 448 447 222 241 451 0 tC, single (s)4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free %100 100 100 98 98 98 100 100 cM capacity (veh/h) 1622 1112 492 504 781 673 501 1084 Direction, Lane #EB 1 EB 2 NB 1 SB 1 Volume Total 221 227 21 14 Volume Left 3 0 0 12 Volume Right 0 9 12 0 cSH 1622 1700 634 639 Volume to Capacity 0.00 0.13 0.03 0.02 Queue Length 95th (ft) 0 0 3 2 Control Delay (s)0.1 0.0 10.9 10.8 Lane LOS A B B Approach Delay (s)0.1 10.9 10.8 Approach LOS B B Intersection Summary Average Delay 0.8 Intersection Capacity Utilization 25.5% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 4: Babcock Street & 8th Avenue 10/31/2016 Background 2017 PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)6 188 19 0 0 0 22 311 99 125 165 14 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Hourly flow rate (vph)7 232 23 0 0 0 27 384 122 154 204 17 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)273 pX, platoon unblocked vC, conflicting volume 1020 1081 212 1151 1029 445 221 506 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1020 1081 212 1151 1029 445 221 506 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %96 0 97 0 100 100 98 85 cM capacity (veh/h) 188 182 828 0 196 613 1348 1059 Direction, Lane #EB 1 NB 1 SB 1 SB 2 Volume Total 263 533 154 221 Volume Left 7 27 154 0 Volume Right 23 122 0 17 cSH 196 1348 1059 1700 Volume to Capacity 1.34 0.02 0.15 0.13 Queue Length 95th (ft) 374 2 13 0 Control Delay (s)230.7 0.6 9.0 0.0 Lane LOS F A A Approach Delay (s) 230.7 0.6 3.7 Approach LOS F Intersection Summary Average Delay 53.2 Intersection Capacity Utilization 54.5% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 4: Babcock Street & 8th Avenue 10/31/2016 Background 2017 PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)6 188 19 0 0 0 22 311 99 125 165 14 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Hourly flow rate (vph)7 232 23 0 0 0 27 384 122 154 204 17 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)273 pX, platoon unblocked vC, conflicting volume 1020 1081 212 1151 1029 445 221 506 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1020 1081 212 1151 1029 445 221 506 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %96 0 97 0 100 100 98 85 cM capacity (veh/h) 188 182 828 0 196 613 1348 1059 Direction, Lane #EB 1 EB 2 NB 1 SB 1 SB 2 Volume Total 123 140 533 154 221 Volume Left 7 0 27 154 0 Volume Right 0 23 122 0 17 cSH 182 210 1348 1059 1700 Volume to Capacity 0.68 0.67 0.02 0.15 0.13 Queue Length 95th (ft) 101 102 2 13 0 Control Delay (s)58.3 50.9 0.6 9.0 0.0 Lane LOS F F A A Approach Delay (s) 54.3 0.6 3.7 Approach LOS F Intersection Summary Average Delay 13.7 Intersection Capacity Utilization 49.1% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 5: 11th Avenue & Babcock Street 10/31/2016 Background 2017 PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)14 103 33 6 22 41 42 399 58 41 338 44 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 15 113 36 7 24 45 46 438 64 45 371 48 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1105 1080 396 1117 1073 470 420 502 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1105 1080 396 1117 1073 470 420 502 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %90 43 94 93 88 92 96 96 cM capacity (veh/h) 148 200 654 91 202 593 1139 1062 Direction, Lane #EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 165 76 548 45 420 Volume Left 15 7 46 45 0 Volume Right 36 45 64 0 48 cSH 228 283 1139 1062 1700 Volume to Capacity 0.72 0.27 0.04 0.04 0.25 Queue Length 95th (ft) 122 26 3 3 0 Control Delay (s)53.7 22.3 1.1 8.5 0.0 Lane LOS F C A A Approach Delay (s) 53.7 22.3 1.1 0.8 Approach LOS F C Intersection Summary Average Delay 9.2 Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 6: 8th Avenue & Koch Street 10/31/2016 Background 2017 PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)26 32 7 6 21 16 14 286 6 13 148 9 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Hourly flow rate (vph) 32 40 9 8 26 20 18 358 8 16 185 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft)1005 pX, platoon unblocked vC, conflicting volume 652 623 191 648 625 361 196 365 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 652 623 191 648 625 361 196 365 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %91 90 99 98 93 97 99 99 cM capacity (veh/h) 344 392 851 343 391 683 1377 1194 Direction, Lane #EB 1 WB 1 NB 1 SB 1 Volume Total 81 54 382 212 Volume Left 32 8 18 16 Volume Right 9 20 8 11 cSH 393 454 1377 1194 Volume to Capacity 0.21 0.12 0.01 0.01 Queue Length 95th (ft) 19 10 1 1 Control Delay (s)16.5 14.0 0.5 0.7 Lane LOS C B A A Approach Delay (s) 16.5 14.0 0.5 0.7 Approach LOS C B Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 33.7% ICU Level of Service A Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 1: 7th Ave & Main St.1/10/2017 Background Plus Project PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Volume (veh/h) 979 14 0 1082 0 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 1064 15 0 1176 0 13 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 310 110 pX, platoon unblocked 0.84 0.84 0.84 vC, conflicting volume 1079 1660 540 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 719 1409 79 tC, single (s) 4.1 6.8 6.9 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 98 cM capacity (veh/h) 739 109 813 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 Volume Total 709 370 588 588 13 Volume Left 0 0 0 0 0 Volume Right 0 15 0 0 13 cSH 1700 1700 1700 1700 813 Volume to Capacity 0.42 0.22 0.35 0.35 0.02 Queue Length 95th (ft) 0 0 0 0 1 Control Delay (s) 0.0 0.0 0.0 0.0 9.5 Lane LOS A Approach Delay (s) 0.0 0.0 9.5 Approach LOS A Intersection Summary Average Delay 0.1 Intersection Capacity Utilization 37.5% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 2: 8th & Main Street 1/10/2017 Background Plus Project PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Volume (vph) 852 128 183 899 183 142 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 1.00 Frt 0.980 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3468 0 1770 3539 1770 1583 Flt Permitted 0.221 0.950 Satd. Flow (perm) 3468 0 412 3539 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 50 146 Link Speed (mph) 25 25 25 Link Distance (ft) 1012 310 273 Travel Time (s) 27.6 8.5 7.4 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 916 138 197 967 197 153 Shared Lane Traffic (%) Lane Group Flow (vph) 1054 0 197 967 197 153 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Turn Type NA Perm NA Prot Prot Protected Phases 4 8 2 2 Permitted Phases 8 Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 Total Split (s) 40.0 40.0 40.0 20.0 20.0 Total Split (%) 66.7% 66.7% 66.7% 33.3% 33.3% Maximum Green (s) 36.0 36.0 36.0 16.0 16.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead-Lag Optimize? Walk Time (s) 5.0 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 36.0 36.0 36.0 16.0 16.0 Actuated g/C Ratio 0.60 0.60 0.60 0.27 0.27 v/c Ratio 0.50 0.80 0.46 0.42 0.29 Control Delay 7.5 38.0 7.5 21.4 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 7.5 38.0 7.5 21.4 5.8 LOS A D A C A Lanes, Volumes, Timings 2: 8th & Main Street 1/10/2017 Background Plus Project PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 2 Lane Group EBT EBR WBL WBT NBL NBR Approach Delay 7.5 12.6 14.6 Approach LOS A B B Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 60 Offset: 0 (0%), Referenced to phase 2:NBL and 6:, Start of Green Natural Cycle: 60 Control Type: Pretimed Maximum v/c Ratio: 0.80 Intersection Signal Delay: 10.8 Intersection LOS: B Intersection Capacity Utilization 57.9% ICU Level of Service B Analysis Period (min) 15 Splits and Phases: 2: 8th & Main Street HCM Unsignalized Intersection Capacity Analysis 3: 7th Avenue & Babcock Street 1/10/2017 Background Plus Project PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 4 405 12 0 0 0 0 8 11 11 3 0 Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 4 440 13 0 0 0 0 9 12 12 3 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 0 453 457 455 227 245 462 0 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 0 453 457 455 227 245 462 0 tC, single (s) 4.1 4.1 7.5 6.5 6.9 7.5 6.5 6.9 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 100 100 100 98 98 98 99 100 cM capacity (veh/h) 1622 1104 483 498 776 667 494 1084 Direction, Lane # EB 1 EB 2 NB 1 SB 1 Volume Total 224 233 21 15 Volume Left 4 0 0 12 Volume Right 0 13 12 0 cSH 1622 1700 629 621 Volume to Capacity 0.00 0.14 0.03 0.02 Queue Length 95th (ft) 0 0 3 2 Control Delay (s) 0.2 0.0 10.9 10.9 Lane LOS A B B Approach Delay (s) 0.1 10.9 10.9 Approach LOS B B Intersection Summary Average Delay 0.9 Intersection Capacity Utilization 25.8% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Babcock St. & 8th Ave.1/10/2017 Background Plus Project PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 6 191 19 0 0 0 23 312 103 132 167 14 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Hourly flow rate (vph) 7 236 23 0 0 0 28 385 127 163 206 17 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 273 pX, platoon unblocked vC, conflicting volume 1046 1110 215 1179 1055 449 223 512 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1046 1110 215 1179 1055 449 223 512 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 96 0 97 0 100 100 98 85 cM capacity (veh/h) 179 173 825 0 187 610 1345 1053 Direction, Lane # EB 1 EB 2 NB 1 SB 1 SB 2 Volume Total 125 141 541 163 223 Volume Left 7 0 28 163 0 Volume Right 0 23 127 0 17 cSH 174 199 1345 1053 1700 Volume to Capacity 0.72 0.71 0.02 0.15 0.13 Queue Length 95th (ft) 112 113 2 14 0 Control Delay (s) 66.4 57.8 0.6 9.0 0.0 Lane LOS F F A A Approach Delay (s) 61.9 0.6 3.8 Approach LOS F Intersection Summary Average Delay 15.3 Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 4: Babcock Avenue & 8th 1/10/2017 Background Plus Project PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 6 191 19 0 0 0 23 311 103 132 167 14 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Hourly flow rate (vph) 7 236 23 0 0 0 28 384 127 163 206 17 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 273 pX, platoon unblocked vC, conflicting volume 1045 1109 215 1178 1054 448 223 511 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1045 1109 215 1178 1054 448 223 511 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 96 0 97 0 100 100 98 85 cM capacity (veh/h) 179 174 825 0 187 611 1345 1054 Direction, Lane # EB 1 NB 1 SB 1 SB 2 Volume Total 267 540 163 223 Volume Left 7 28 163 0 Volume Right 23 127 0 17 cSH 187 1345 1054 1700 Volume to Capacity 1.43 0.02 0.15 0.13 Queue Length 95th (ft) 404 2 14 0 Control Delay (s) 268.0 0.6 9.0 0.0 Lane LOS F A A Approach Delay (s) 268.0 0.6 3.8 Approach LOS F Intersection Summary Average Delay 61.4 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min) 15 HCM Unsignalized Intersection Capacity Analysis 5: 11th Avenue & Babcock Street 10/31/2016 Background Plus Project PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h)14 103 33 6 22 42 42 399 58 44 338 44 Sign Control Stop Stop Free Free Grade 0%0%0%0% Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 15 113 36 7 24 46 46 438 64 48 371 48 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1113 1087 396 1124 1079 470 420 502 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1113 1087 396 1124 1079 470 420 502 tC, single (s)7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s)3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free %89 43 94 93 88 92 96 95 cM capacity (veh/h) 146 198 654 89 200 593 1139 1062 Direction, Lane #EB 1 WB 1 NB 1 SB 1 SB 2 Volume Total 165 77 548 48 420 Volume Left 15 7 46 48 0 Volume Right 36 46 64 0 48 cSH 225 282 1139 1062 1700 Volume to Capacity 0.73 0.27 0.04 0.05 0.25 Queue Length 95th (ft) 124 27 3 4 0 Control Delay (s)55.3 22.5 1.1 8.6 0.0 Lane LOS F C A A Approach Delay (s) 55.3 22.5 1.1 0.9 Approach LOS F C Intersection Summary Average Delay 9.4 Intersection Capacity Utilization 68.3% ICU Level of Service C Analysis Period (min)15 HCM Unsignalized Intersection Capacity Analysis 6: 8th Avenue & Koch St.1/10/2017 Background Plus Project PM Peak Hour 10/4/2016 Synchro 8 Report JLN Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 26 32 7 7 21 16 14 292 7 13 149 9 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Hourly flow rate (vph) 32 40 9 9 26 20 18 365 9 16 186 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 1005 pX, platoon unblocked vC, conflicting volume 662 633 192 658 634 369 198 374 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 662 633 192 658 634 369 198 374 tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1 tC, 2 stage (s) tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 p0 queue free % 90 90 99 97 93 97 99 99 cM capacity (veh/h) 338 387 850 338 386 676 1375 1185 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total 81 55 391 214 Volume Left 32 9 18 16 Volume Right 9 20 9 11 cSH 387 445 1375 1185 Volume to Capacity 0.21 0.12 0.01 0.01 Queue Length 95th (ft) 20 10 1 1 Control Delay (s) 16.7 14.2 0.5 0.7 Lane LOS C B A A Approach Delay (s) 16.7 14.2 0.5 0.7 Approach LOS C B Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 33.5% ICU Level of Service A Analysis Period (min) 15