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Home My WebLink AboutRS_Traffic_Impact_Analysis_190607_v1.pdf Highlands Daycare PRE18-000017 Renton, WA Transportation Impact Analysis May 8, 2019 Prepared for: Kiddie Research LLC 3123 NE Sunset Blvd. Renton, WA 98056 Prepared by: TENW Transportation Engineering NorthWest 11400 SE 8th Street, Suite 200 Bellevue, WA 98004 Office: (425) 889-6747 Fax: (425) 889-8369 Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page i Table of Contents FINDINGS/CONCLUSIONS ................................................................................................. 1 INTRODUCTION ................................................................................................................ 2 Project Description ............................................................................................................... 2 Project Approach ................................................................................................................ 2 Primary Data and Information Sources ..................................................................................... 3 EXISTING CONDITIONS ...................................................................................................... 6 Roadway Network .............................................................................................................. 6 Existing Traffic Volumes ......................................................................................................... 6 Public Transportation Services ................................................................................................ 6 Level of Service ................................................................................................................... 8 Collision History .................................................................................................................. 9 FUTURE TRAFFIC CONDITIONS .......................................................................................... 10 Planned Transportation Improvements .................................................................................... 10 Project Trip Generation ....................................................................................................... 11 Project Trip Distribution and Assignment ................................................................................. 11 Future Traffic Volumes ......................................................................................................... 12 Future Level of Service ........................................................................................................ 16 Site Access Assessment ....................................................................................................... 16 MITIGATION ................................................................................................................... 17 Appendices Appendix A – Peak Hour Turning Movement Counts Appendix B – Level of Service (LOS) Calculations Appendix C – Trip Generation Calculations Appendix D – Site Access Level of Service (LOS) and Queue Calculations Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page ii List of Figures and Tables Figure 1 Project Site Vicinity ....................................................................................................... 4 Figure 2 Preliminary Site Plan ..................................................................................................... 5 Figure 3 Year 2019 Existing Peak Hour Traffic Volumes .................................................................. 7 Figure 4 Project Trip Distribution & Assignment ............................................................................. 13 Figure 5 2020 No Action Peak Hour Traffic Volumes ................................................................... 14 Figure 6 2020 With-Project Peak Hour Traffic Volumes ................................................................. 15 Table 1 Existing Roadway Network Summary – Project Site Vicinity .................................................. 6 Table 2 LOS Criteria for Signalized and Stop-Controlled Intersections1 .............................................. 8 Table 3 2019 Existing Peak Hour LOS Summary .......................................................................... 9 Table 4 Collision Data Summary, January 1, 2014 to December 31, 2016 ...................................... 9 Table 5 Trip Generation Summary ............................................................................................ 11 Table 6 Project Trip Distribution................................................................................................ 12 Table 7 Year 2020 Peak Hour Level of Service Summary ............................................................. 16 Table 8 Site Access Peak Hour LOS & Queue Summary ............................................................... 17 Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page 1 FINDINGS/CONCLUSIONS This traffic impact analysis (TIA) has been prepared for the proposed Highlands Daycare project located at 3123 NE Sunset Blvd in Renton, WA. Project Proposal. The proposed Highlands Daycare project will include the development of a 10,699 SF daycare facility with a maximum capacity for 100 students. Parking for the project would be provided by 20 on-site parking stalls. Vehicle access to/from the project would be provided by a full access driveway on NE 12th Street. The previous use on the site included a carwash which has been removed. Occupancy of the project is expected in 2020. Trip Generation. The proposed project is estimated to generate 410 weekday daily trips with 74 trips occurring during the weekday AM peak hour (39 in, 35 out), and 73 trips occurring during the weekday PM peak hour (34 in, 39 out). Future Year LOS. LOS analyses were conducted for future year 2020 weekday AM and PM peak hour conditions at the NE Sunset Blvd/NE 12th Street intersection. Based on the analysis results, the study intersection is expected to operate at LOS C in 2020 without or with the proposed Highlands Daycare project. Site Access Analysis. The controlled movements at the site access driveway on NE 12th Street are expected to operate at LOS B or better in 2020 with 95th percentile queues anticipated to be less than 25 feet during both the AM and PM peak hours. Mitigation. Off-Site Improvements. Based on the results of the analysis, the existing transportation facilities are anticipated to accommodate the additional traffic generated by the proposed project. No project-specific off-site transportation mitigation is proposed. Transportation Impact Fees. To mitigate long-term traffic impacts, the City of Renton requires payment of a traffic impact fee. The CityÊs currently adopted 2019 impact fee rate is $70.39 per square foot for the Daycare land use. Final transportation impact fees will be paid based on the current impact fee rate at the time of building permit issuance less any applicable transportation impact fee credit. Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page 2 INTRODUCTION This Transportation Impact Analysis (TIA) has been prepared for the proposed Highlands Daycare project located at 3123 NE Sunset Blvd as shown in the Figure 1 Vicinity Map. Project Description The proposed Highlands Daycare project will include the development of a 10,699 SF daycare facility with a maximum capacity for 100 students. Parking for the project would be provided by 20 on-site parking stalls. Vehicle access to/from the project would be provided by a full access driveway on NE 12th Street. The previous use on the site included a carwash which has been removed. Occupancy of the project is expected in 2020. A preliminary site plan is provided in Figure 2. Project Approach To analyze the traffic impacts from the project, the following tasks were undertaken: · Assessed existing conditions through field reconnaissance and reviewed existing planning documents; · Described and assessed existing transportation conditions in the area; · Documented collision histories at the study intersection; · Documented planned transportation improvements in the site vicinity; · Documented existing traffic volumes and intersection levels of service (LOS) at the NE Sunset Blvd/NE 12th Street study intersection during the weekday AM and PM peak hours; · Estimated trip generation and documented trip distribution and assignment of weekday daily, AM and PM peak hour project-generated traffic; · Documented traffic forecasts and assumptions for year 2020 conditions at the off- site study intersection without and with the proposed development; · Assessed operations at the site access location on NE 12th Street, including LOS and queuing during weekday AM and PM peak hour conditions; · Identified transportation mitigation to the City of Renton. Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page 3 Primary Data and Information Sources · City of Renton Comprehensive Plan Transportation Element, June 22, 2015. · City of Renton 2019 - 2024 Transportation Improvement Program. · ITE Trip Generation Manual, 10th edition, 2017. · Weekday AM and PM Peak Hour traffic counts by All Traffic Data, April 2019. · Highway Capacity Manual (HCM 6th Edition), 2016. · Washington State Department of Transportation (WSDOT) Collision Data, 2016- 2018. Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page 4 Figure 1 Project Site Vicinity Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page 5 Figure 2 Preliminary Site Plan Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page 6 EXISTING CONDITIONS Roadway Network The primary anticipated travel routes to and from the site in the City of Renton include NE Sunset Blvd (SR 900) and NE 12th Street. Descriptions of these roadways are included in Table 1 below. Table 1 Existing Roadway Network Summary – Project Site Vicinity Roadway Primary Orientation Classification Speed Limit Number of Lanes Street Parking Sidewalks NE Sunset Blvd (SR 900) N-S Principal Arterial 35 5 None Both Sides NE 12th Street E-W Collector 25 2-4 Some Both Sides Existing Traffic Volumes Existing weekday AM and PM peak hour traffic volumes at the NE Sunset Blvd/NE 12th Street off- site study intersection were based on counts conducted by All Traffic Data in April 2019. The existing weekday AM and PM peak hour traffic volumes represent the highest hour of traffic between 6:00 and 9:00 a.m. and 3:00 and 6:00 p.m. respectively. Figure 3 illustrates the 2019 existing AM and PM peak hour traffic volumes at the study intersection. The detailed peak hour turning movement count sheets are provided in Appendix A. Public Transportation Services Public transportation in the immediate project vicinity is served by King County Metro Transit. The closest transit stops are located on NE 12th Street east of NE Sunset Blvd. These stops provide access to King County Metro Transit routes 105 and 240. Route 105 provides service between the Renton Highlands and the Renton Transit Center. Route 240 provides service between the Bellevue Transit Center and the Renton Transit Center via the Renton Highlands. Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page 7 Figure 3 Year 2019 Existing Peak Hour Traffic Volumes Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page 8 Level of Service Level of service (LOS) analyses were conducted at the NE Sunset Blvd/NE 12th Street off-site study intersection. LOS generally refers to the degree of congestion on a roadway or intersection. It is a measure of vehicle operating speed, travel time, travel delays, and driving comfort. A letter scale from A to F generally describes intersection LOS. At signalized intersections, LOS A represents free-flow conditions (motorists experience little or no delays), and LOS F represents forced-flow conditions where motorists experience an average delay in excess of 80 seconds per vehicle. The LOS reported at stop-controlled intersections is based on the average control delay and can be reported for each controlled minor approach, controlled minor lane group, and controlled major- street movement (and for the overall intersection at all-way stop controlled intersections. Additional v/c ratio criteria apply to lane group or movement LOS only). Table 2 outlines the current HCM 6th Edition LOS criteria for signalized and stop-controlled intersections based on these methodologies. Table 2 LOS Criteria for Signalized and Stop-Controlled Intersections1 SIGNALIZED INTERSECTIONS STOP-CONTROLLED INTERSECTIONS LOS by Volume-to Capacity (V/C) Ratio2 LOS by Volume-to Capacity (V/C) Ratio3 Control Delay (sec/veh) £ 1.0 > 1.0 Control Delay (sec/veh) £ 1.0 > 1.0 £ 10 A F £ 10 A F > 10 to £ 20 B F > 10 to £ 15 B F > 20 to £ 35 C F > 15 to £ 25 C F > 35 to £ 55 D F > 25 to £ 35 D F > 55 to £ 80 E F > 35 to £ 50 E F > 80 F F > 50 F F 1 Source: Highway Capacity Manual (6th Edition), Transportation Research Board, 2016. 2 For approach-based and intersection-wide assessments at signals, LOS is defined solely by control delay. 3 For two-way stop controlled intersections, the LOS criteria apply to each lane on a given approach and to each approach on the minor street. LOS is not calculated for major-street approaches or for the intersection as a whole at two-way stop controlled intersections. For approach-based and intersection-wide assessments at all-way stop controlled intersections, LOS is solely defined by control delay. Level of service calculations for the study intersection was based on methodology and procedures outlined in the latest Highway Capacity Manual (6th Edition) using Synchro 10.3 traffic analysis software. Existing signal timing used in the analysis was provided by the City of Renton. The 2019 existing weekday AM and PM peak hour LOS analysis results for the NE Sunset Blvd/NE 12th Street study intersection are summarized in Table 3. The 2019 existing LOS worksheets are included in Appendix B. Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page 9 Table 3 2019 Existing Peak Hour LOS Summary AM Peak Hour PM Peak Hour Study Intersection LOS Delay (sec) LOS Delay (sec) NE Sunset Blvd/NE 12th Street C 23.5 C 26.0 1. Results based on HCM Methodologies (6th Edition). As shown in Table 3, the NE Sunset Blvd/NE 12th Street study intersection currently operate at LOS C during the weekday AM and PM peak hours. Collision History Historic collisions at the study intersection were analyzed for the three-year period from 2016 to 2018. Collision data was provided by WSDOT. Summaries of the total and yearly average collisions during this period are provided in Table 4. Table 4 Collision Data Summary, January 1, 2014 to December 31, 2016 Location 2016 2017 2018 Three-Year Total Collisions Average Annual Collisions Intersection NE Sunset Blvd/NE 12th Street 8 2 6 16 5.33 Source: WSDOT Collision Records. Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page 10 FUTURE TRAFFIC CONDITIONS Planned Transportation Improvements This section documents the known planned transportation improvements in the study area. There are two planned transportation improvement projects identified in the City of RentonÊs adopted 2019- 2024 Transportation Improvement Program (TIP) in the project vicinity. Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page 11 · TIP #19 NE Sunset Blvd (SR 900) Corridor Improvements, I-405 to east City Limits Description: This project will seek to address pedestrian, transit and bicycle needs. This corridor needs a series of key improvements to improve traffic operations such as channelization, traffic signal modifications, signal treatments, possible queue jumps, access management through installation of medians. The corridor limits are from I-405 on the west and to the east. The total project cost is $32,000,833. · TIP #45 NE Sunset Area Green Connections (Non-Motorized Project) Description: This project will construct multi-modal improvements identified in the Sunset Area Community planned Action Study. Roadways will be widened/extended/realigned to provide for future traffic flows. Several residential streets will be developed as "green connections" improving pedestrian mobility and enhance the neighborhood. Roadways included are NE 10th St, NE Sunset Lane, Harrington Ave NE, NE 12th St, Edmonds Ave NE, Jefferson Ave NE, Kirkland Ave NE and Glennwood Ave NE. The total project cost is $22,200,000. Project Trip Generation The trip generation estimates for the proposed 100 student daycare were based on methodology documented in the ITE Trip Generation Manual, 10th edition. To estimate trips associated with the proposed use, Land Use Code (LUC) 565 Day Care Center was used. The resulting weekday daily, AM and PM peak hour trips are summarized in Table 5. Table 5 Trip Generation Summary Trips Generated Weekday Time Period In Out Total Weekday Daily 205 205 410 Weekday AM Peak Hour 39 35 74 Weekday PM Peak Hour 34 39 73 As shown in Table 5, the proposed project is estimated to generate 410 weekday daily trips, with 74 net new trips occurring during the weekday AM peak hour (39 entering, 35 exiting), and 73 net new trips occurring during the weekday PM peak hour (34 entering, 39 exiting). Detailed trip generation calculations are included in Appendix C. Project Trip Distribution and Assignment The distribution and assignment of the net new AM and PM peak hour project trips were estimated based existing travel patterns, and confirmed by City of Renton staff as part of the Traffic Scoping for the project. The following Table 6 summarizes the resulting general trip distribution patterns. Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page 12 Table 6 Project Trip Distribution Route (Direction) Trip Distribution NE Sunset Blvd (north) 20% NE Sunset Blvd (south) 20% NE 12th Street (east) 15% NE 12th Street (west) 15% Monroe Ave NE (south) 15% Union Ave NE (north) 15% TOTAL 100% The project trip distribution and assignment of peak hour project trips through the site driveway and the study intersection is shown in Figure 4. Also shown in the figure is the assignment of the daily project trips. Future Traffic Volumes Year 2020 No Action (without project) peak hour traffic volumes were estimated by applying a 2 percent annual background growth rate to the existing volumes (confirmed by City Staff as part of Traffic Scoping). In addition to the 2 percent annual background growth rate, trips from following future pipeline projects were included in the analysis: · Solera Mixed Use (LUA18-000490) · Sunset Mixed Use (LUA 17-000594) The resulting future 2020 No Action AM and PM peak hour traffic volumes are shown in Figure 5. The 2020 With-Project traffic volumes were determined by adding the trip assignment from the proposed development (shown in Figure 4) to the future 2020 No Action traffic volumes. The resulting 2020 With-Project AM and PM peak hour traffic volumes at the study intersections are shown in Figure 6. Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page 13 Figure 4 Project Trip Distribution & Assignment Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page 14 Figure 5 2020 No Action Peak Hour Traffic Volumes Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page 15 Figure 6 2020 With-Project Peak Hour Traffic Volumes Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page 16 Future Level of Service Future year 2020 Level of Service (LOS) analyses were conducted at the NE Sunset Blvd/NE 12th Street off-site study intersection for weekday AM and PM peak hour No Action (without project) conditions and With-Project conditions. Existing intersection geometry was assumed at the study intersection as there are no planned improvements identified at this intersection to be completed by 2020. The 2020 weekday AM and PM peak hour LOS results at the study intersections without and with the proposed project are summarized in Table 7. The LOS worksheets are included in Appendix B. Table 7 Year 2020 Peak Hour Level of Service Summary 2020 No Action 2020 With-Project Time Period / Study Intersection LOS Delay (sec) LOS Delay (sec) AM Peak Hour NE Sunset Blvd / NE 12th Street C 25.6 C 26.3 PM Peak Hour NE Sunset Blvd / NE 12th Street C 27.4 C 28.5 1. Results based on HCM Methodologies (6th Edition). As shown in Table 7, the NE Sunset Blvd/NE 12th Street study intersection is expected to operate at acceptable levels (LOS C) in the future with the Highlands Daycare project during the weekday AM and PM peak hours. Site Access Assessment Vehicle access to the site will be provided by a single full access driveway on NE 12th Street. To assess operations of the site access location, level of service (LOS) and queuing were analyzed. LOS and Queue Analysis The LOS and queue calculations were conducted using Synchro 10.3 software based on methodology outlined in the latest edition of the Highway Capacity Manual (6th Edition). The reported queues are estimated 95th percentile queues that are exceeded only 5 percent of the time. Table 8 summarizes the results of the 2020 with-project LOS and queue analyses at the site access driveway. The LOS and queue calculation sheets are included in Appendix D. Transportation Impact Analysis Highlands Daycare TENW May 8, 2019 Page 17 Table 8 Site Access Peak Hour LOS & Queue Summary AM Peak Hour PM Peak Hour Study Intersection LOS Delay (sec) 95th % Queue LOS Delay (sec) 95th % Queue A. NE 12th Street / Site Driveway Eastbound Left Turn (entering trips) A 7.9 <25’ A 7.8 <25’ Southbound shared Left-Right (exiting trips) B 10.0 <25’ B 10.1 <25’ 1. Results based on HCM Methodologies (6th Edition). As shown in Table 8, all turn movements entering and exiting the site access driveway are expected to operate at acceptable levels (LOS B or better) during the weekday AM and PM peak hours in 2020. Vehicle queues are all estimated to be statistically 1 vehicle or less. MITIGATION Off-Site Improvements. Based on the results of the analysis, the existing transportation facilities are anticipated to accommodate the additional traffic generated by the proposed project. No project- specific off-site transportation improvements are proposed. Transportation Impact Fees. To mitigate long-term traffic impacts, the City of Renton requires payment of a traffic impact fee. The CityÊs currently adopted 2019 impact fee rate is $70.39 per square foot for the Daycare land use. Final transportation impact fees will be paid based on the current impact fee rate at the time of building permit issuance less any applicable transportation impact fee credit. Transportation Impact Analysis Highlands Daycare Appendix A Peak Hour Turning Movement Counts Peak Hour:07:00 AM - 08:00 AM NE SUNSET BLVD NE SUNSET BLVDNE 12TH STNE 12TH ST (303) 216-2439 www.alltrafficdata.net Location:1 NE SUNSET BLVD & NE 12TH ST AM Tuesday, April 23, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk11401728 128 72 6 101 164 934 674 228 147 513881 271 244 N S EW 0 0 8032482290NE 12TH ST NE 12TH STNE SUNSET BLVDNE SUNSET BLVD1,946 7 473N S EW 2225 5 2 03Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 6:00 AM 1,07401160480167008519903113 6:15 AM 1,3450194016110074008123505520 6:30 AM 1,564013110820011070011129305611 6:45 AM 1,7740451101510011080113634706410 7:00 AM 1,946059150181801133021684701101035 7:15 AM 1,8680261301931001120419845416737 7:30 AM 1,8560403201853001040521450315328 7:45 AM 1,8070394101726011330622351937914 8:00 AM 1,7080231702015001220316139217716 8:15 AM 0 21 13 0 14 17 0 3 126 0 5 210 442191112 8:30 AM 0 33 16 0 24 22 0 0 128 0 5 198 45419216 8:45 AM 0 40 19 0 9 18 0 1 143 0 5 150 42008918 Count Total 0 369 198 0 182 249 0 9 1,357 0 36 1,935 4,72898074230 Peak Hour 0 164 101 0 72 128 0 2 482 0 17 803 1,94662829114 HV%PHF 0.82 0.75 0.89 0.95 4.1% 9.2% 4.3% 3.0% 4.2%0.94 EB WB NB SB All 6001 12 8 0 7 4 28 23 21 11 2230 11 18 N S EW 0 0 2201840Heavy VehiclesInterval Start Time EB NB TotalWBSB 6:00 AM 0 0 1 3 4 6:15 AM 1 4 1 3 9 6:30 AM 3 5 1 2 11 6:45 AM 3 7 2 4 16 7:00 AM 2 4 4 9 19 7:15 AM 1 5 7 5 18 7:30 AM 5 5 5 7 22 7:45 AM 3 8 5 7 23 8:00 AM 3 6 4 2 15 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 6:00 AM 0 0 1 1 2 6:15 AM 0 2 0 0 2 6:30 AM 0 2 3 2 7 6:45 AM 0 0 1 0 1 7:00 AM 0 3 0 0 3 7:15 AM 2 3 0 0 5 7:30 AM 1 1 2 4 8 7:45 AM 0 0 2 3 5 8:00 AM 1 3 1 0 5 8:15 AM 1 6 2 10 19 8:30 AM 5 7 2 8 22 8:45 AM 3 7 3 10 23 Count Total 30 64 37 70 201 Peak Hour 11 22 21 28 82 8:15 AM 0 0 1 0 1 8:30 AM 0 0 0 0 0 8:45 AM 0 1 2 3 6 Count Total 4 15 13 13 45 Peak Hour 3 7 4 7 21 Peak Hour:05:00 PM - 06:00 PM NE SUNSET BLVD NE SUNSET BLVDNE 12TH STNE 12TH ST (303) 216-2439 www.alltrafficdata.net Location:1 NE SUNSET BLVD & NE 12TH ST PM Tuesday, April 23, 2019Date and Start Time: All Vehicles Pedestrians/Bicycles in Crosswalk Traffic Counts - All Vehicles Heavy Vehicles Peak Hour Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk15105258 94 55 12 135 149 1,061 1,121 207 294 1,047925 296 271 N S EW 0 0 858269141070NE 12TH ST NE 12TH STNE SUNSET BLVDNE SUNSET BLVD2,611 10 7910N S EW 5263 7 3 82Interval Start Time RightLeftThru Total Eastbound Westbound Northbound Southbound U-Turn Rolling HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn 3:00 PM 2,1620241701320041900101915301111534 3:15 PM 2,270032180162504187091635182111338 3:30 PM 2,3560261401623010188071995653102346 3:45 PM 2,40603128013310418106188549481639 4:00 PM 2,4800404801735071970102056381132144 4:15 PM 2,475045430142407201016194604261537 4:30 PM 2,5130362601125052320102026154101935 4:45 PM 2,606041400928052140151826237162541 5:00 PM 2,6110362701326072080122126335213531 5:15 PM 0 40 35 0 19 17 0 11 228 0 13 202 6421152041 5:30 PM 0 31 44 0 12 28 0 3 256 0 13 241 7085132339 5:45 PM 0 42 29 0 11 23 0 5 222 0 14 203 628192940 Count Total 0 424 369 0 164 305 0 72 2,504 0 135 2,382 7,25336143254465 Peak Hour 0 149 135 0 55 94 0 26 914 0 52 858 2,6111258107151 HV%PHF 0.93 0.86 0.93 0.91 2.0% 3.9% 1.1% 1.8% 1.7%0.92 EB WB NB SB All 1001 3 4 0 5 1 19 10 8 9 1222 6 4 N S EW 0 0 180840Heavy VehiclesInterval Start Time EB NB TotalWBSB 3:00 PM 0 4 1 5 10 3:15 PM 1 9 3 7 20 3:30 PM 1 6 5 8 20 3:45 PM 3 6 7 6 22 4:00 PM 5 2 2 9 18 4:15 PM 7 2 1 5 15 4:30 PM 1 5 3 2 11 4:45 PM 0 3 2 5 10 5:00 PM 2 5 3 6 16 Pedestrians/Bicycles on CrosswalkInterval Start Time EB NB TotalWBSB 3:00 PM 5 1 3 4 13 3:15 PM 1 1 2 3 7 3:30 PM 0 1 1 2 4 3:45 PM 1 1 1 1 4 4:00 PM 5 2 3 2 12 4:15 PM 3 3 0 3 9 4:30 PM 4 2 2 5 13 4:45 PM 1 3 3 3 10 5:00 PM 1 1 0 0 2 5:15 PM 1 2 2 8 13 5:30 PM 1 3 3 1 8 5:45 PM 2 2 0 4 8 Count Total 24 49 32 66 171 Peak Hour 6 12 8 19 45 5:15 PM 5 5 4 4 18 5:30 PM 1 0 1 3 5 5:45 PM 3 3 2 3 11 Count Total 30 23 22 33 108 Peak Hour 10 9 7 10 36 Transportation Impact Analysis Highlands Daycare Appendix B Level of Service (LOS) Calculations Transportation Impact Analysis Highlands Daycare 2019 Existing Lanes, Volumes, Timings 1: NE Sunset Blvd & NE 12th St 04/26/2019 Highlands Daycare Synchro 10 Report 2019 Existing - AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 164 101 6 72 128 28 2 482 29 17 803 114 Future Volume (vph) 164 101 6 72 128 28 2 482 29 17 803 114 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 200 100 0 125 0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 1224 1097 1305 1062 Travel Time (s) 33.4 29.9 25.4 20.7 Confl. Peds. (#/hr) 7 7 4 3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 2% 7% 0% 11% 9% 4% 0% 4% 14% 0% 3% 5% Shared Lane Traffic (%) Turn Type Split NA Split NA Prot NA Prot NA Protected Phases 8 8 4 4 1 6 5 2 Permitted Phases Detector Phase 8 8 4 4 1 6 5 2 Switch Phase Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 5.0 5.0 Minimum Split (s) 33.1 33.1 38.5 38.5 10.8 33.8 10.8 27.8 Total Split (s) 24.0 24.0 24.0 24.0 15.0 37.0 15.0 37.0 Total Split (%) 24.0% 24.0% 24.0% 24.0% 15.0% 37.0% 15.0% 37.0% Yellow Time (s) 4.1 4.1 4.5 4.5 4.8 4.8 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.1 5.5 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 23 (23%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 1: NE Sunset Blvd & NE 12th St HCM 6th Signalized Intersection Summary 1: NE Sunset Blvd & NE 12th St 04/26/2019 Highlands Daycare Synchro 10 Report 2019 Existing - AM Peak Hour Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 164 101 6 72 128 28 2 482 29 17 803 114 Future Volume (veh/h) 164 101 6 72 128 28 2 482 29 17 803 114 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1796 1796 1767 1767 1767 1900 1841 1841 1900 1856 1856 Adj Flow Rate, veh/h 174 107 0 77 136 0 2 513 31 18 854 121 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 7 7 7 9 9 9 0 4 4 0 3 3 Cap, veh/h 228 227 117 224 5 1758 106 36 1679 238 Arrive On Green 0.13 0.13 0.00 0.10 0.10 0.00 0.00 0.52 0.52 0.02 0.54 0.54 Sat Flow, veh/h 1711 1796 0 1159 2317 0 1810 3350 202 1810 3099 439 Grp Volume(v), veh/h 174 107 0 114 99 0 2 267 277 18 486 489 Grp Sat Flow(s),veh/h/ln 1711 1706 0 1709 1678 0 1810 1749 1804 1810 1763 1776 Q Serve(g_s), s 9.8 5.8 0.0 6.4 5.7 0.0 0.1 8.6 8.6 1.0 17.4 17.4 Cycle Q Clear(g_c), s 9.8 5.8 0.0 6.4 5.7 0.0 0.1 8.6 8.6 1.0 17.4 17.4 Prop In Lane 1.00 0.00 0.68 0.00 1.00 0.11 1.00 0.25 Lane Grp Cap(c), veh/h 228 227 172 169 5 917 946 36 955 962 V/C Ratio(X) 0.76 0.47 0.66 0.59 0.41 0.29 0.29 0.51 0.51 0.51 Avail Cap(c_a), veh/h 323 323 316 310 166 917 946 166 955 962 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.8 40.1 0.0 43.3 43.0 0.0 49.8 13.3 13.3 48.5 14.5 14.5 Incr Delay (d2), s/veh 6.7 1.5 0.0 4.3 3.2 0.0 46.8 0.8 0.8 10.7 1.9 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 2.5 0.0 2.9 2.5 0.0 0.1 3.4 3.5 0.5 7.0 7.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 48.5 41.6 0.0 47.6 46.2 0.0 96.6 14.1 14.1 59.2 16.4 16.4 LnGrp LOS D D D D F B B E B B Approach Vol, veh/h 281 A 213 A 546 993 Approach Delay, s/veh 45.9 47.0 14.4 17.2 Approach LOS D D B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.1 60.0 15.6 7.8 58.3 18.4 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 5.8 5.1 Max Green Setting (Gmax), s 9.2 31.2 18.5 9.2 31.2 18.9 Max Q Clear Time (g_c+I1), s 2.1 19.4 8.4 3.0 10.6 11.8 Green Ext Time (p_c), s 0.0 4.8 0.8 0.0 3.1 0.9 Intersection Summary HCM 6th Ctrl Delay 23.5 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 1: NE Sunset Blvd & NE 12th St 04/26/2019 Highlands Daycare Synchro 10 Report 2019 Existing - PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 149 135 12 55 94 58 26 914 107 52 858 151 Future Volume (vph) 149 135 12 55 94 58 26 914 107 52 858 151 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 200 100 0 125 0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 1224 1097 1305 1062 Travel Time (s) 33.4 29.9 25.4 20.7 Confl. Peds. (#/hr) 9 10 7 10 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 Heavy Vehicles (%) 1% 4% 0% 7% 3% 2% 0% 1% 4% 0% 2% 1% Shared Lane Traffic (%) Turn Type Split NA Split NA Prot NA Prot NA Protected Phases 8 8 4 4 1 6 5 2 Permitted Phases Detector Phase 8 8 4 4 1 6 5 2 Switch Phase Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 5.0 5.0 Minimum Split (s) 33.1 33.1 38.5 38.5 10.8 33.8 10.8 27.8 Total Split (s) 28.0 28.0 26.0 26.0 14.0 52.0 14.0 52.0 Total Split (%) 23.3% 23.3% 21.7% 21.7% 11.7% 43.3% 11.7% 43.3% Yellow Time (s) 4.1 4.1 4.5 4.5 4.8 4.8 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.1 5.5 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 43 (36%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Splits and Phases: 1: NE Sunset Blvd & NE 12th St HCM 6th Signalized Intersection Summary 1: NE Sunset Blvd & NE 12th St 04/26/2019 Highlands Daycare Synchro 10 Report 2019 Existing - PM Peak Hour Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 149 135 12 55 94 58 26 914 107 52 858 151 Future Volume (veh/h) 149 135 12 55 94 58 26 914 107 52 858 151 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1856 1856 1856 1900 1885 1885 1900 1870 1870 Adj Flow Rate, veh/h 162 147 0 60 102 0 28 993 116 57 933 164 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 4 4 3 3 3 0 1 1 0 2 2 Cap, veh/h 222 226 105 195 46 1816 212 74 1744 306 Arrive On Green 0.13 0.13 0.00 0.08 0.08 0.00 0.03 0.56 0.56 0.04 0.58 0.58 Sat Flow, veh/h 1736 1859 0 1244 2404 0 1810 3229 377 1810 3018 530 Grp Volume(v), veh/h 164 145 0 86 76 0 28 551 558 57 549 548 Grp Sat Flow(s),veh/h/ln 1754 1749 0 1793 1763 0 1810 1791 1816 1810 1777 1772 Q Serve(g_s), s 10.8 9.5 0.0 5.6 4.9 0.0 1.8 23.3 23.3 3.7 22.7 22.7 Cycle Q Clear(g_c), s 10.8 9.5 0.0 5.6 4.9 0.0 1.8 23.3 23.3 3.7 22.7 22.7 Prop In Lane 0.99 0.00 0.69 0.00 1.00 0.21 1.00 0.30 Lane Grp Cap(c), veh/h 224 223 151 149 46 1007 1021 74 1027 1024 V/C Ratio(X) 0.73 0.65 0.57 0.51 0.61 0.55 0.55 0.77 0.53 0.54 Avail Cap(c_a), veh/h 335 334 306 301 124 1007 1021 124 1027 1024 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.4 49.8 0.0 52.9 52.6 0.0 57.9 16.6 16.6 57.0 15.5 15.5 Incr Delay (d2), s/veh 4.6 3.2 0.0 3.4 2.7 0.0 12.5 2.1 2.1 15.5 2.0 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.0 4.4 0.0 2.7 2.3 0.0 1.0 9.7 9.9 2.0 9.3 9.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.9 53.0 0.0 56.2 55.2 0.0 70.4 18.7 18.7 72.4 17.5 17.5 LnGrp LOS D D E E E B B E B B Approach Vol, veh/h 309 A 162 A 1137 1154 Approach Delay, s/veh 54.0 55.8 20.0 20.2 Approach LOS D E B C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.8 75.1 15.6 10.7 73.3 20.4 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 5.8 5.1 Max Green Setting (Gmax), s 8.2 46.2 20.5 8.2 46.2 22.9 Max Q Clear Time (g_c+I1), s 3.8 24.7 7.6 5.7 25.3 12.8 Green Ext Time (p_c), s 0.0 7.5 0.7 0.0 7.4 1.3 Intersection Summary HCM 6th Ctrl Delay 26.0 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. Transportation Impact Analysis Highlands Daycare 2020 No Action Lanes, Volumes, Timings 1: NE Sunset Blvd & NE 12th St 04/26/2019 Highlands Daycare Synchro 10 Report 2020 Without Project - AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 197 117 6 72 132 29 2 487 23 17 829 116 Future Volume (vph) 197 117 6 72 132 29 2 487 23 17 829 116 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 200 100 0 125 0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 1224 1097 1305 1062 Travel Time (s) 33.4 29.9 25.4 20.7 Confl. Peds. (#/hr) 7 7 4 3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 2% 7% 0% 11% 9% 4% 0% 4% 14% 0% 3% 5% Shared Lane Traffic (%) Turn Type Split NA Split NA Prot NA Prot NA Protected Phases 8 8 4 4 1 6 5 2 Permitted Phases Detector Phase 8 8 4 4 1 6 5 2 Switch Phase Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 5.0 5.0 Minimum Split (s) 33.1 33.1 38.5 38.5 10.8 33.8 10.8 27.8 Total Split (s) 24.0 24.0 24.0 24.0 15.0 37.0 15.0 37.0 Total Split (%) 24.0% 24.0% 24.0% 24.0% 15.0% 37.0% 15.0% 37.0% Yellow Time (s) 4.1 4.1 4.5 4.5 4.8 4.8 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.1 5.5 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 23 (23%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 1: NE Sunset Blvd & NE 12th St HCM 6th Signalized Intersection Summary 1: NE Sunset Blvd & NE 12th St 04/26/2019 Highlands Daycare Synchro 10 Report 2020 Without Project - AM Peak Hour Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 197 117 6 72 132 29 2 487 23 17 829 116 Future Volume (veh/h) 197 117 6 72 132 29 2 487 23 17 829 116 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1796 1796 1767 1767 1767 1900 1841 1841 1900 1856 1856 Adj Flow Rate, veh/h 210 124 0 77 140 0 2 518 24 18 882 123 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 7 7 7 9 9 9 0 4 4 0 3 3 Cap, veh/h 259 258 116 229 5 1719 80 36 1622 226 Arrive On Green 0.15 0.15 0.00 0.10 0.10 0.00 0.00 0.51 0.51 0.02 0.52 0.52 Sat Flow, veh/h 1711 1796 0 1138 2338 0 1810 3403 157 1810 3106 433 Grp Volume(v), veh/h 210 124 0 116 101 0 2 266 276 18 501 504 Grp Sat Flow(s),veh/h/ln 1711 1706 0 1710 1678 0 1810 1749 1812 1810 1763 1777 Q Serve(g_s), s 11.9 6.6 0.0 6.5 5.8 0.0 0.1 8.9 8.9 1.0 19.0 19.0 Cycle Q Clear(g_c), s 11.9 6.6 0.0 6.5 5.8 0.0 0.1 8.9 8.9 1.0 19.0 19.0 Prop In Lane 1.00 0.00 0.67 0.00 1.00 0.09 1.00 0.24 Lane Grp Cap(c), veh/h 259 258 174 171 5 883 915 36 920 928 V/C Ratio(X) 0.81 0.48 0.66 0.59 0.41 0.30 0.30 0.51 0.54 0.54 Avail Cap(c_a), veh/h 323 323 316 310 166 883 915 166 920 928 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.0 38.8 0.0 43.3 42.9 0.0 49.8 14.4 14.4 48.5 15.9 15.9 Incr Delay (d2), s/veh 11.8 1.4 0.0 4.3 3.3 0.0 46.8 0.9 0.8 10.7 2.3 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.9 2.9 0.0 3.0 2.6 0.0 0.1 3.5 3.7 0.5 7.7 7.8 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.8 40.2 0.0 47.6 46.2 0.0 96.6 15.3 15.3 59.2 18.3 18.2 LnGrp LOS D D D D F B B E B B Approach Vol, veh/h 334 A 217 A 544 1023 Approach Delay, s/veh 48.2 46.9 15.6 19.0 Approach LOS D D B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.1 58.0 15.7 7.8 56.3 20.2 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 5.8 5.1 Max Green Setting (Gmax), s 9.2 31.2 18.5 9.2 31.2 18.9 Max Q Clear Time (g_c+I1), s 2.1 21.0 8.5 3.0 10.9 13.9 Green Ext Time (p_c), s 0.0 4.5 0.8 0.0 3.1 0.9 Intersection Summary HCM 6th Ctrl Delay 25.6 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 1: NE Sunset Blvd & NE 12th St 04/26/2019 Highlands Daycare Synchro 10 Report 2020 Without Project - PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 178 153 12 45 97 59 27 908 81 53 886 154 Future Volume (vph) 178 153 12 45 97 59 27 908 81 53 886 154 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 200 100 0 125 0 Storage Lanes 0 0 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 1224 1097 1305 1062 Travel Time (s) 33.4 29.9 25.4 20.7 Confl. Peds. (#/hr) 9 10 7 10 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 Heavy Vehicles (%) 1% 4% 0% 7% 3% 2% 0% 1% 4% 0% 2% 1% Shared Lane Traffic (%) Turn Type Split NA Split NA Prot NA Prot NA Protected Phases 8 8 4 4 1 6 5 2 Permitted Phases Detector Phase 8 8 4 4 1 6 5 2 Switch Phase Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 5.0 5.0 Minimum Split (s) 33.1 33.1 38.5 38.5 10.8 33.8 10.8 27.8 Total Split (s) 28.0 28.0 26.0 26.0 14.0 52.0 14.0 52.0 Total Split (%) 23.3% 23.3% 21.7% 21.7% 11.7% 43.3% 11.7% 43.3% Yellow Time (s) 4.1 4.1 4.5 4.5 4.8 4.8 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.1 5.5 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 43 (36%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Splits and Phases: 1: NE Sunset Blvd & NE 12th St HCM 6th Signalized Intersection Summary 1: NE Sunset Blvd & NE 12th St 04/26/2019 Highlands Daycare Synchro 10 Report 2020 Without Project - PM Peak Hour Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 178 153 12 45 97 59 27 908 81 53 886 154 Future Volume (veh/h) 178 153 12 45 97 59 27 908 81 53 886 154 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1856 1856 1856 1900 1885 1885 1900 1870 1870 Adj Flow Rate, veh/h 193 166 0 49 105 0 29 987 88 58 963 167 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 4 4 3 3 3 0 1 1 0 2 2 Cap, veh/h 249 248 88 204 47 1827 163 75 1710 296 Arrive On Green 0.14 0.14 0.00 0.08 0.08 0.00 0.03 0.55 0.55 0.04 0.57 0.57 Sat Flow, veh/h 1753 1841 0 1073 2584 0 1810 3325 296 1810 3025 524 Grp Volume(v), veh/h 193 166 0 82 72 0 29 532 543 58 565 565 Grp Sat Flow(s),veh/h/ln 1753 1749 0 1802 1763 0 1810 1791 1830 1810 1777 1773 Q Serve(g_s), s 12.7 10.8 0.0 5.3 4.7 0.0 1.9 22.8 22.8 3.8 24.3 24.4 Cycle Q Clear(g_c), s 12.7 10.8 0.0 5.3 4.7 0.0 1.9 22.8 22.8 3.8 24.3 24.4 Prop In Lane 1.00 0.00 0.60 0.00 1.00 0.16 1.00 0.30 Lane Grp Cap(c), veh/h 249 248 148 144 47 984 1006 75 1004 1002 V/C Ratio(X) 0.77 0.67 0.56 0.50 0.62 0.54 0.54 0.77 0.56 0.56 Avail Cap(c_a), veh/h 335 334 308 301 124 984 1006 124 1004 1002 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.6 48.8 0.0 53.0 52.7 0.0 57.9 17.3 17.3 56.9 16.6 16.6 Incr Delay (d2), s/veh 7.8 3.1 0.0 3.3 2.6 0.0 12.7 2.1 2.1 15.2 2.3 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 5.0 0.0 2.5 2.2 0.0 1.0 9.6 9.8 2.0 10.1 10.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.4 51.9 0.0 56.3 55.4 0.0 70.6 19.4 19.4 72.2 18.9 18.9 LnGrp LOS E D E E E B B E B B Approach Vol, veh/h 359 A 154 A 1104 1188 Approach Delay, s/veh 54.9 55.8 20.8 21.5 Approach LOS D E C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.9 73.6 15.3 10.8 71.7 22.1 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 5.8 5.1 Max Green Setting (Gmax), s 8.2 46.2 20.5 8.2 46.2 22.9 Max Q Clear Time (g_c+I1), s 3.9 26.4 7.3 5.8 24.8 14.7 Green Ext Time (p_c), s 0.0 7.5 0.6 0.0 7.2 1.3 Intersection Summary HCM 6th Ctrl Delay 27.4 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. Transportation Impact Analysis Highlands Daycare 2020 With-Project Lanes, Volumes, Timings 1: NE Sunset Blvd & NE 12th St 04/26/2019 Highlands Daycare Synchro 10 Report 2020 With Project - AM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 197 123 6 79 137 42 2 487 30 31 829 116 Future Volume (vph) 197 123 6 79 137 42 2 487 30 31 829 116 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 200 100 0 125 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 1224 203 1305 1062 Travel Time (s) 33.4 5.5 25.4 20.7 Confl. Peds. (#/hr) 7 7 4 3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles (%) 2% 7% 0% 11% 9% 4% 0% 4% 14% 0% 3% 5% Shared Lane Traffic (%) Turn Type Split NA Split NA Prot NA Prot NA Protected Phases 8 8 4 4 1 6 5 2 Permitted Phases Detector Phase 8 8 4 4 1 6 5 2 Switch Phase Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 5.0 5.0 Minimum Split (s) 33.1 33.1 38.5 38.5 10.8 33.8 10.8 27.8 Total Split (s) 24.0 24.0 24.0 24.0 15.0 37.0 15.0 37.0 Total Split (%) 24.0% 24.0% 24.0% 24.0% 15.0% 37.0% 15.0% 37.0% Yellow Time (s) 4.1 4.1 4.5 4.5 4.8 4.8 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.1 5.5 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 23 (23%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 120 Control Type: Actuated-Coordinated Splits and Phases: 1: NE Sunset Blvd & NE 12th St HCM 6th Signalized Intersection Summary 1: NE Sunset Blvd & NE 12th St 04/26/2019 Highlands Daycare Synchro 10 Report 2020 With Project - AM Peak Hour Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 197 123 6 79 137 42 2 487 30 31 829 116 Future Volume (veh/h) 197 123 6 79 137 42 2 487 30 31 829 116 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1796 1796 1796 1767 1767 1767 1900 1841 1841 1900 1856 1856 Adj Flow Rate, veh/h 210 131 0 84 146 0 2 518 32 33 882 123 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 7 7 7 9 9 9 0 4 4 0 3 3 Cap, veh/h 259 259 124 234 5 1641 101 54 1609 224 Arrive On Green 0.15 0.15 0.00 0.11 0.11 0.00 0.00 0.49 0.49 0.03 0.52 0.52 Sat Flow, veh/h 1711 1796 0 1171 2304 0 1810 3345 206 1810 3106 433 Grp Volume(v), veh/h 210 131 0 123 107 0 2 270 280 33 501 504 Grp Sat Flow(s),veh/h/ln 1711 1706 0 1708 1678 0 1810 1749 1803 1810 1763 1777 Q Serve(g_s), s 11.9 7.1 0.0 6.9 6.1 0.0 0.1 9.3 9.4 1.8 19.1 19.1 Cycle Q Clear(g_c), s 11.9 7.1 0.0 6.9 6.1 0.0 0.1 9.3 9.4 1.8 19.1 19.1 Prop In Lane 1.00 0.00 0.69 0.00 1.00 0.11 1.00 0.24 Lane Grp Cap(c), veh/h 259 259 181 178 5 858 885 54 913 920 V/C Ratio(X) 0.81 0.51 0.68 0.61 0.41 0.32 0.32 0.61 0.55 0.55 Avail Cap(c_a), veh/h 323 323 316 310 166 858 885 166 913 920 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.0 39.0 0.0 43.1 42.7 0.0 49.8 15.3 15.4 47.9 16.2 16.2 Incr Delay (d2), s/veh 11.7 1.5 0.0 4.4 3.3 0.0 46.8 1.0 0.9 10.5 2.4 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.8 3.1 0.0 3.1 2.7 0.0 0.1 3.8 3.9 1.0 7.8 7.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 52.7 40.5 0.0 47.5 46.0 0.0 96.6 16.3 16.3 58.4 18.6 18.6 LnGrp LOS D D D D F B B E B B Approach Vol, veh/h 341 A 230 A 552 1038 Approach Delay, s/veh 48.1 46.8 16.6 19.8 Approach LOS D D B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.1 57.6 16.1 8.8 54.9 20.3 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 5.8 5.1 Max Green Setting (Gmax), s 9.2 31.2 18.5 9.2 31.2 18.9 Max Q Clear Time (g_c+I1), s 2.1 21.1 8.9 3.8 11.4 13.9 Green Ext Time (p_c), s 0.0 4.5 0.9 0.0 3.1 0.9 Intersection Summary HCM 6th Ctrl Delay 26.3 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. Lanes, Volumes, Timings 1: NE Sunset Blvd & NE 12th St 04/26/2019 Highlands Daycare Synchro 10 Report 2020 With Project - PM Peak Hour Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 178 158 12 52 103 73 27 908 88 65 886 154 Future Volume (vph) 178 158 12 52 103 73 27 908 88 65 886 154 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 100 0 125 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 35 Link Distance (ft) 1224 191 1305 1062 Travel Time (s) 33.4 5.2 25.4 20.7 Confl. Peds. (#/hr) 9 10 7 10 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 Heavy Vehicles (%) 1% 4% 0% 7% 3% 2% 0% 1% 4% 0% 2% 1% Shared Lane Traffic (%) Turn Type Split NA Split NA Prot NA Prot NA Protected Phases 8 8 4 4 1 6 5 2 Permitted Phases Detector Phase 8 8 4 4 1 6 5 2 Switch Phase Minimum Initial (s) 5.0 5.0 4.0 4.0 5.0 5.0 5.0 5.0 Minimum Split (s) 33.1 33.1 38.5 38.5 10.8 33.8 10.8 27.8 Total Split (s) 28.0 28.0 26.0 26.0 14.0 52.0 14.0 52.0 Total Split (%) 23.3% 23.3% 21.7% 21.7% 11.7% 43.3% 11.7% 43.3% Yellow Time (s) 4.1 4.1 4.5 4.5 4.8 4.8 4.8 4.8 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.1 5.5 5.8 5.8 5.8 5.8 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize?Yes Yes Yes Yes Recall Mode None None None None None C-Min None C-Min Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 43 (36%), Referenced to phase 2:SBT and 6:NBT, Start of Green Natural Cycle: 130 Control Type: Actuated-Coordinated Splits and Phases: 1: NE Sunset Blvd & NE 12th St HCM 6th Signalized Intersection Summary 1: NE Sunset Blvd & NE 12th St 04/26/2019 Highlands Daycare Synchro 10 Report 2020 With Project - PM Peak Hour Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 178 158 12 52 103 73 27 908 88 65 886 154 Future Volume (veh/h) 178 158 12 52 103 73 27 908 88 65 886 154 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1856 1856 1856 1900 1885 1885 1900 1870 1870 Adj Flow Rate, veh/h 193 172 0 57 112 0 29 987 96 71 963 167 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 4 4 3 3 3 0 1 1 0 2 2 Cap, veh/h 249 249 98 209 47 1768 172 91 1697 294 Arrive On Green 0.14 0.14 0.00 0.09 0.09 0.00 0.03 0.54 0.54 0.05 0.56 0.56 Sat Flow, veh/h 1753 1841 0 1136 2518 0 1810 3296 321 1810 3025 524 Grp Volume(v), veh/h 193 172 0 90 79 0 29 536 547 71 565 565 Grp Sat Flow(s),veh/h/ln 1753 1749 0 1799 1763 0 1810 1791 1826 1810 1777 1773 Q Serve(g_s), s 12.7 11.2 0.0 5.8 5.1 0.0 1.9 23.8 23.8 4.7 24.6 24.6 Cycle Q Clear(g_c), s 12.7 11.2 0.0 5.8 5.1 0.0 1.9 23.8 23.8 4.7 24.6 24.6 Prop In Lane 1.00 0.00 0.63 0.00 1.00 0.18 1.00 0.30 Lane Grp Cap(c), veh/h 249 249 155 152 47 960 979 91 996 994 V/C Ratio(X) 0.77 0.69 0.58 0.52 0.62 0.56 0.56 0.78 0.57 0.57 Avail Cap(c_a), veh/h 335 334 307 301 124 960 979 124 996 994 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.6 49.0 0.0 52.8 52.5 0.0 57.9 18.4 18.4 56.3 17.0 17.0 Incr Delay (d2), s/veh 7.7 3.8 0.0 3.4 2.7 0.0 12.7 2.3 2.3 19.4 2.3 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 5.2 0.0 2.8 2.4 0.0 1.0 10.1 10.3 2.6 10.2 10.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 57.3 52.7 0.0 56.2 55.2 0.0 70.6 20.8 20.7 75.7 19.3 19.3 LnGrp LOS E D E E E C C E B B Approach Vol, veh/h 365 A 169 A 1112 1201 Approach Delay, s/veh 55.2 55.7 22.0 22.7 Approach LOS E E C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.9 73.1 15.8 11.8 70.2 22.2 Change Period (Y+Rc), s 5.8 5.8 5.5 5.8 5.8 5.1 Max Green Setting (Gmax), s 8.2 46.2 20.5 8.2 46.2 22.9 Max Q Clear Time (g_c+I1), s 3.9 26.6 7.8 6.7 25.8 14.7 Green Ext Time (p_c), s 0.0 7.5 0.7 0.0 7.1 1.4 Intersection Summary HCM 6th Ctrl Delay 28.5 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. Transportation Impact Analysis Highlands Daycare Appendix C Trip Generation Calculations ITE Land Use Units LUC 1 In Out Trip Rate In Out Total Daily Proposed Use: Day Care Center 100 Students 565 50%50%4.09 205 205 410 New Daily Trips = 205 205 410 AM Peak Hour Proposed Use: Day Care Center 100 Students 565 53%47%EQN 39 35 74 New AM Peak Hour Trips = 39 35 74 PM Peak Hour Proposed Use: Day Care Center 100 Students 565 47%53%EQN 34 39 73 New PM Peak Hour Trips = 34 39 73 Notes: 1 Institute of Transportation Engineers, Trip Generation Manual, 10th edition, Land Use Code. Highlands Daycare Trip Generation Summary Directional Distribution Trips Generated 5/8/2019 Transportation Impact Analysis Highlands Daycare Appendix D Site Access LOS and Queue Calculations Lanes, Volumes, Timings 2: NE 12th St & Site Access 04/26/2019 Highlands Daycare Synchro 10 Report 2020 With Project - AM Peak Hour Page 3 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 27 157 233 12 10 25 Future Volume (vph) 27 157 233 12 10 25 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 203 97 168 Travel Time (s) 5.5 2.6 4.6 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 8% 9% 3% 3% 3% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 2: NE 12th St & Site Access 04/26/2019 Highlands Daycare Synchro 10 Report 2020 With Project - AM Peak Hour Page 4 Intersection Int Delay, s/veh 1.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 27 157 233 12 10 25 Future Vol, veh/h 27 157 233 12 10 25 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 8 9 3 3 3 Mvmt Flow 29 171 253 13 11 27 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 266 0 - 0 404 133 Stage 1 - - - - 260 - Stage 2 - - - - 144 - Critical Hdwy 4.16 - - - 6.86 6.96 Critical Hdwy Stg 1 - - - - 5.86 - Critical Hdwy Stg 2 - - - - 5.86 - Follow-up Hdwy 2.23 - - - 3.53 3.33 Pot Cap-1 Maneuver 1288 - - - 572 888 Stage 1 - - - - 757 - Stage 2 - - - - 865 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1288 - - - 558 888 Mov Cap-2 Maneuver - - - - 558 - Stage 1 - - - - 738 - Stage 2 - - - - 865 - Approach EB WB SB HCM Control Delay, s 1.2 0 10 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1288 - - - 760 HCM Lane V/C Ratio 0.023 - - - 0.05 HCM Control Delay (s) 7.9 0.1 - - 10 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.1 - - - 0.2 Lanes, Volumes, Timings 2: NE 12th St & Site Access 04/26/2019 Highlands Daycare Synchro 10 Report 2020 With Project - PM Peak Hour Page 3 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 24 287 201 10 12 27 Future Volume (vph) 24 287 201 10 12 27 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Link Speed (mph) 25 25 25 Link Distance (ft) 191 149 126 Travel Time (s) 5.2 4.1 3.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles (%) 3% 3% 4% 3% 3% 3% Shared Lane Traffic (%) Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized HCM 6th TWSC 2: NE 12th St & Site Access 04/26/2019 Highlands Daycare Synchro 10 Report 2020 With Project - PM Peak Hour Page 4 Intersection Int Delay, s/veh 1.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 24 287 201 10 12 27 Future Vol, veh/h 24 287 201 10 12 27 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 3 4 3 3 3 Mvmt Flow 26 312 218 11 13 29 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 229 0 - 0 432 115 Stage 1 - - - - 224 - Stage 2 - - - - 208 - Critical Hdwy 4.16 - - - 6.86 6.96 Critical Hdwy Stg 1 - - - - 5.86 - Critical Hdwy Stg 2 - - - - 5.86 - Follow-up Hdwy 2.23 - - - 3.53 3.33 Pot Cap-1 Maneuver 1329 - - - 549 912 Stage 1 - - - - 789 - Stage 2 - - - - 804 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1329 - - - 536 912 Mov Cap-2 Maneuver - - - - 536 - Stage 1 - - - - 770 - Stage 2 - - - - 804 - Approach EB WB SB HCM Control Delay, s 0.7 0 10.1 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1329 - - - 750 HCM Lane V/C Ratio 0.02 - - - 0.057 HCM Control Delay (s) 7.8 0.1 - - 10.1 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.1 - - - 0.2