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HomeMy WebLinkAboutP2062-Traffic-Study-DRAFT-10-7-2020 102720Traffic StudyTraffic StudyTraffic StudyTraffic Study Friendship Aspire Academy Garland Elementary Charter School 200 Student Expansion prepared for: KLS Leasing, LLC W. 25th Street and S. Maple Street Little Rock, Arkansas October 7, 2020 Project No.: P-2062 TABLE OF CONTENTS Section Page INTRODUCTION 1 THE SITE 3 EXISTING TRAFFIC CONDITIONS AT THE PROPOSED SITE 4 TRIP GENERATION & SITE TRAFFIC PROJECTIONS 7 TRAFFIC VOLUME ASSIGNMENTS 9 CAPACITY AND LEVEL OF SERVICE 13 AVAILABLE VEHICLE QUEUING 19 FINDINGS AND CONCLUSION 21 APPENDIX Site Plan Trip Generation Data Capacity and Level of Service Calculations Page 1 Peters & Associates Engineers, Inc. conducted a traffic engi- neering study in 2017 relating to a proposed new charter school (Friendship Aspire Academy Garland Elementary School) for grades K-5. The location of the school is the former Garland Elementary School at the corner of W. 25th Street and S. Maple Street in Little Rock, Arkansas. In 2017, it was proposed to update and modify the building (which has been completed and in operation) to accommodate a maximum enrollment of approximately 450 students in grades K-5. Current enrollment is approximately 430 stu- dents. There are now current plans to expand the school to accom- modate an additional 200 in 4th and 5th grades to allow for a total school enrollment of 630 students. Peters & Associ- ates Engineers, Inc. conducted an updated traffic engineer- ing study relating to the proposed expansion of the school for grades K-5 with a proposed enrollment of 630 students. The primary focus of the traffic engineering study is to as- sess projected traffic operations at the nearby intersections and make recommendations to adequately serve access to the site and to accommodate school pick-up and drop-off vehicle queuing at the site as proposed. AM and school PM peak hour existing and projected analysis includes the following intersections: ♦ Asher Avenue and S. Martin Street ♦ Asher Avenue and S. Valentine Street ♦ Asher Avenue and S. Maple Street ♦ W. 25th Street and S. Maple Street ♦ W. 25th Street and S. Valentine Street ♦ W. 25th Street / W. 24th Street and S. Martin Street ♦ S. Maple Street and W. 24th Street ♦ W. 25th Street and Inbound Drive ♦ W. 24th Street and Existing West Outbound Drive. ♦ W. 24th Street and Proposed New East Outbound Drive (projected traffic conditions only). INTRODUCTION Page 2 Projected traffic volumes for the proposed school expansion of an additional 200 students were calculated. These pro- jected site volumes were added to the existing AM and school PM peak hours traffic volumes (which includes ap- proximate 430 students at the school), which resulted in total projected traffic volumes with expansion of the school for maximum enrollment of approximately 630 students. Vehicle queuing capacity for pick-up and drop-off vehicles at the proposed site has been re-examined as a part of this study for 630 students. In the following sections of this updated report there are presented traffic data, study methods, findings and recom- mendations of this traffic engineering investigation. The traffic engineering study is technical in nature. Certain data and calculations relative to traffic operational analysis are referenced in the report. Page 3 THE SITE Figure 1 – Vicinity Map N The existing development site location and vicinity are shown on Figure 1, which follows. S I T E A s h e r A v e n u e S. Maple Street S. Marti n Street W . 2 5 th S tr e e t W. 24th Street S. Valentine Street S. Valentine Street W. 25th Street Page 4 Updated traffic counts in the vicinity of the site were made as a part of this study. Since a large majority of students at the current school is not attending class on campus, but in- stead utilizing virtual learning and since some local busi- nesses are currently closed due to Covid-19 virus, current traffic counts are lower than the counts conducted in 2017 at the same locations and would not be representative of actual peak hour conditions. Therefore, the existing traffic conditions included in this updated study are the projected traffic conditions included in the 2017 traffic study that in- cluded the maximum enrollment of 450 students. The as- sumed existing AM and school PM peak hour vehicle turning movement counts have been calculated for the following intersections: ♦ Asher Avenue and S. Martin Street ♦ Asher Avenue and S. Valentine Street ♦ Asher Avenue and S. Maple Street ♦ W. 25th Street and S. Maple Street ♦ W. 25th Street and S. Valentine Street ♦ W. 25th Street / W. 24th Street and S. Martin Street ♦ S. Maple Street and W. 24th Street ♦ W. 25th Street and Inbound Drive ♦ W. 24th Street and Existing West Outbound Drive. The calculated current AM and school PM peak hours traffic volumes are shown on Figure 2A, "Calculated Existing Traffic Volumes - AM Peak Hour,” and Figure 2B, “Calculated Exist- ing Traffic Volumes - School PM Peak Hour,” and are pre- sented in more detail in the Appendix of this report. EXISTING TRAFFIC CONDITIONS AT PROPOSED SITE Page 5 Figure 2A Calculated Existing Traffic Volumes AM Peak Hour N Page 6 Figure 2B Calculated Existing Traffic Volumes School PM Peak Hour N Page 7 The Trip Generation, an Informational Report, published by the Institute of Transportation Engineers (ITE) and The Trip Generation Manual by Trafficware, LLC (9th Edition), 2012, were reviewed in calculating the magnitude of traffic volumes expected to be generated by the proposed elementary school expansion of this site. These are typically reliable sources for this information and are commonly used in the traffic engi- neering profession. The proposed school expansion at this charter school will ac- commodate an additional 200 students (in grades 4 and 5) to allow for a maximum enrollment of 630 kindergarten through 5th grade students. For comparison, trip generation for the proposed charter school was examined using data from the North Carolina Department of Transportation. The data base and calculations associated with NCDOT values are based on traffic volume data obtained at charter schools across North Carolina. This source has been proven to be an accurate rep- resentation of trip-generation for schools. Using data from that source results in projected traffic volume of 632 AM peak hour trips (includes an additional 201 expected to be associ- ated the additional 200 students) and 418 school PM peak hour trips (includes an additional 133 expected to be associ- ated the additional 200 students) for 630 students. These are more conservative values and higher than what is calculated for this school using The Trip Generation, an Informational Report, published by the Institute of Transportation Engineers (ITE) and The Trip Generation Manual by Trafficware, LLC (9th Edition), 2012. The higher and more conservative vol- umes calculated using the NCDOT data are the volumes used in this study. TRIP GENERATION and SITE TRAFFIC PROJECTIONS Page 8 Results of the NCDOT calculations are summarized on Table 1, “Summary of Trip Generation.” School traffic, as will be the traffic associated with this site, ordinarily contributes to the adjacent street traffic conditions during the on-street AM peak traffic hour and the school PM peak traffic hour. Accordingly, the AM and school PM peak traffic periods of the adjacent street in the immediate vicinity of the site are the traffic operating conditions which have war- ranted primary traffic analysis as a part of this study. Table 5 – Summary of Trip-Generation AM PEAK HOUR PM PEAK HOUR PROPOSED APPROXIMATE ITE VOLUME VOLUME LAND USE SIZE CODE ENTER EXIT ENTER EXIT Existing Elementary Charter School 430 Students *534 235 196 123 162 Future Annex Additional Enrollment 200 Students *534 114 87 53 80 349 283 176 242 *Volumes derived from NCDOT calculations. These were compared to ITE calculations and were found to be higher. TOTAL ENTERING + EXITING TOTAL DRIVEWAY VOLUMES 632 SCHOOL 418 Page 9 Once projected traffic was estimated for the site, directional distributions were made to reflect the percent of anticipated left-turns, right-turns and thru vehicle movements at the study intersections. Vehicle trip distribution was developed based on current traffic counts and travel patterns to and from the site. Directional distribution percentages used in this study are shown on Figure 3, “Directional Distribution - Site Traffic.” The directional distribution percentages for site traffic have been equated to percentage turns for each movement at the study intersections. The site-generated traffic volumes result from applying the directional distribu- tion percentages to the corresponding projected site- generated traffic volumes. The site-generated traffic volumes and corresponding ad- justed existing background traffic volumes have been com- bined and the results are depicted on Figure 4, “Projected Traffic Volumes - AM Peak Hour,” and Figure 5, “Projected Traffic Volumes - School PM Peak Hour.” The current adjacent street operation on W. 25th Street be- tween S. Maple Street and S. Martin Street serves one-way westbound only. The current adjacent street operation on W. 24th Street between S. Valentine Street and S. Martin Street serves one-way eastbound only. Existing traffic volumes shown on Figures 2A and 2B and projected traffic volumes shown on Figures 4 and 5 are the values used in capacity and level of service calculations con- ducted as a part of this study. The effect of existing back- ground traffic (i.e. the adjacent street non-site traffic which exists) and projected traffic associated with the site expan- sion has thus been accounted for in this analysis. TRAFFIC VOLUME ASSIGNMENTS Page 10 Figure 3 Directional Distribution - Site Traffic 10% 20% 4% 1% 4% 3 1 % 3 0 % N S I T E A s h e r A v e n u e S. Maple Street S. Marti n Street W . 2 5 th S tr e e t W. 24th Street S. Valentine Street S. Valentine Street W. 25th Street Page 11 Figure 4 Projected Traffic Volumes - AM Peak Hour N Page 12 Figure 5 Projected Traffic Volumes - School PM Peak Hour N Page 13 Generally, the "capacity" of a street is a measure of its abil- ity to accommodate a certain magnitude of moving vehicles. It is a rate as opposed to a quantity, measured in terms of vehicles per hour. More specifically, street capacity refers to the maximum number of vehicles that a street element (e.g. an intersection) can be expected to accommodate in a given time period under the prevailing roadway and traffic condi- tions. Traffic operational analysis for the study intersection were evaluated based on the methodologies outlined in the High- way Capacity Manual, 2010 Edition, published by the Trans- portation Research Board. The operating conditions at an intersection are graded by the “level of service” experienced by drivers. Level of service (LOS) describes the quality of traffic operating conditions and is rated from “A” to “F”. LOS “A” represents the most desirable condition with free-flow movement of traffic with minimal delays. LOS “F” generally indicates severely congested conditions with excessive de- lays to motorists. Intermediate grades of B, C, D, and E re- flect incremental increases in the average delay per stopped vehicle. Delay is measured in seconds per vehicle. The table below shows the upper limit of delay associated with each level of service for signalized and un-signalized intersections. Intersection Level of Service Delay Thresholds Level of Service (LOS) Signalized Un-Signalized A < 10 Seconds < 10 Seconds B < 20 Seconds < 15 Seconds C < 35 Seconds < 25 Seconds D < 55 Seconds < 35 Seconds E < 80 Seconds < 50 Seconds F ≥ 80 Seconds ≥ 50 Seconds CAPACITY and LEVEL OF SERVICE Page 14 The LOS rating deemed acceptable varies by community, facility type and traffic control device. A LOS “D” or better is the desirable goal for movements at un-signalized intersec- tions that must yield to other movements; however, a LOS “E” or “F” is often accepted for low to moderate traffic vol- umes where the installation of a traffic signal is not war- ranted by the conditions at the intersection or the location is deemed undesirable for signalization for other reasons. Study intersections were evaluated using the Synchro analy- sis software package based on Highway Capacity Manual methods. This computer program has been proven to be reliable when used to analyze capacity and levels of traffic service under various operating conditions. Detailed results for all capacity calculations are included in the Appendix. The adjacent street weekday AM and school PM peak traffic periods were used for these calculations. Factors included in the analysis are as follows: • Existing traffic volumes and patterns. • The expected directional distribution of projected traffic volumes. • Traffic volume patterns for one-way roadways proposed to be changed. • Existing and proposed intersection geometry (including elements such as turn lanes, curb radii, etc.). • Existing adjusted background traffic volumes and pro- jected site-expansion generated volumes for projected traffic conditions. • Existing traffic control. Page 15 CAPACITY ANALYSIS Level of Service Analysis Results Existing Traffic Conditions Capacity and level of service analysis was performed for existing traffic volumes, lane geometry and traffic control for the AM and school PM peak hours for the following study intersections: ♦ Asher Avenue and S. Martin Street ♦ Asher Avenue and S. Valentine Street ♦ Asher Avenue and S. Maple Street ♦ W. 25th Street and S. Maple Street ♦ W. 25th Street and S. Valentine Street ♦ W. 25th Street / W. 24th Street and S. Martin Street ♦ S. Maple Street and W. 24th Street ♦ W. 25th Street and Inbound Drive ♦ W. 24th Street and Existing West Outbound Drive. Traffic volumes used for this analysis are shown on Figure 2A, "Existing Traffic Volumes - AM Peak Hour,” and Figure 2B, “Existing Traffic Volumes - School PM Peak Hour.” As indicated in Table 2, “Level of Service Summary – Existing Traf- fic Conditions,” all vehicle movements currently operate at what calculates as an acceptable LOS “D” or better for the adjusted ex- isting traffic conditions at the study intersections for the AM and school PM peak hours except for the following: • The southbound vehicle movements on S. Martin Street ap- proach to Asher Avenue during the AM peak hour and school PM peak hours (LOS “E”). These volumes are low (only 57 ve- hicles during the AM peak hour and only 62 during the PM peak hour which calculates to approximately only one per minute) and the delay is caused by the higher volumes on Asher Ave- nue. This condition occurs for only for a short time during the AM and school PM peak hours. • The southbound left-turn vehicle movement on S. Maple Street approach to Asher Avenue during the AM peak hour (LOS “E”). This volume is low (only 30 vehicles) and the delay is caused by the higher volumes on Asher Avenue. This condition occurs only for a short time during the AM peak hour. Page 16 Table 2 - Level of Service Summary - Existing Traffic Conditions Eastbound Left-TurnEastbound ThruEastbound Right-TurnWestbound Left-TurnWestbound ThruWestbound Right-TurnNorthbound Left-TurnNorthbound ThruNorthbound Right-TurnSouthbound Left-TurnSouthbound ThruSouthbound Right-TurnOverall IntersectionINTERSECTION PEAK HRAM A An/a2.1School PM A An/a2.4AM A AB Bn/a0.5School PM A AB Bn/a0.4AM A AEn/a2.8School PM A ADn/a2.3AMAn/a7.7School PMAn/a7.6AMAn/a0.0School PMAn/a0.0AMA An/a7.5School PMA An/a7.2AMA An/a5.9School PMA An/a5.1AMn/a0.0School PMn/a0.0AM A A A An/a6.8School PM A A A An/a7.2EXISTING TRAFFIC CONDITIONS"STOP" SIGNCW. 25th Street / W. 24th Street and S. Martin Street"STOP" SIGNAAvg. Control Delay Seconds / VehiclePEAK HOUR - LEVEL OF SERVICETraffic ControlC"STOP" SIGNW. 25th Street and S. Valentine StreetW. 25th Street and S. Maple Street"STOP" SIGNA AA AAsher Avenue and S. Valentine StreetAAAsher Avenue and S. Martin StreetAsher Avenue and S. Maple Street"STOP" SIGNA A CA A C"STOP" SIGNAACAAAEECAAAAAAAAAAS. Maple Street and W. 24th Street"STOP" SIGNAAAAW. 25th Street and Inbound Drive"STOP" SIGNW. 24th Street and Outbound Drive"STOP" SIGN Page 17 Projected Traffic Conditions Capacity and LOS analysis was performed for projected traf- fic conditions to include the proposed additional 200 stu- dents (for a total enrollment of 630 students) for the AM and school PM peak hours for the following intersections: ♦ Asher Avenue and S. Martin Street ♦ Asher Avenue and S. Valentine Street ♦ Asher Avenue and S. Maple Street ♦ W. 25th Street and S. Maple Street ♦ W. 25th Street and S. Valentine Street ♦ W. 25th Street / W. 24th Street and S. Martin Street ♦ S. Maple Street and W. 24th Street ♦ W. 25th Street and Inbound Drive ♦ W. 24th Street and Existing West Outbound Drive ♦ W. 24th Street and Proposed New East Outbound Drive. Traffic volumes used for these projected traffic conditions are shown on Figure 4, “Projected Traffic Volumes - AM Peak Hour,” and Figure 5, “Projected Traffic Volumes - School PM Peak Hour.” The operating conditions projected to exist at the study intersections are summarized in Table 3, “Level of Service Summary - Projected Traffic Conditions.” As indicated in Table 3, all vehicle movements are expected to continue to operate at what calculates as an acceptable LOS “D” or better at the study intersections for the AM and school PM peak hours except for the same vehicle move- ments that are currently operating at worse than LOS “D” described in a previous section. Page 18 Table 3 - Level of Service Summary - Projected Traffic Conditions Eastbound Left-TurnEastbound ThruEastbound Right-TurnWestbound Left-TurnWestbound ThruWestbound Right-TurnNorthbound Left-TurnNorthbound ThruNorthbound Right-TurnSouthbound Left-TurnSouthbound ThruSouthbound Right-TurnOverall IntersectionINTERSECTION PEAK HRAM A An/a12.1School PM A An/a15.4AM A AB Bn/a0.6School PM A AC Cn/a0.4AM A AEn/a2.3School PM A ADn/a1.9AMAn/a7.6School PMAn/a7.5AMAn/a0.0School PMAn/a0.0AMA An/a8.6School PMA An/a8.0AMA An/a9.9School PMA An/a4.7AMn/a0.0School PMn/a0.0AM A A A An/a6.5School PM A A A An/a6.9AM AAn/a2.5School PM AAn/a2.9"STOP" SIGNW. 24th Street and Proposed East Outbound DriveW. 24th Street and Existing West Outbound Drive"STOP" SIGNAW. 25th Street and Inbound Drive"STOP" SIGNAAAS. Maple Street and W. 24th Street"STOP" SIGNA AAAW. 25th Street / W. 24th Street and S. Martin Street"STOP" SIGNA AAA A AW. 25th Street and S. Valentine Street"STOP" SIGNACW. 25th Street and S. Maple Street"STOP" SIGNA A A AAAsher Avenue and S. Maple Street"STOP" SIGNA A D CA A CAsher Avenue and S. Valentine Street"STOP" SIGNAAFA A D FTraffic ControlAvg. Control Delay Seconds / VehiclePEAK HOUR - LEVEL OF SERVICEAsher Avenue and S. Martin Street"STOP" SIGNA A CPROJECTED TRAFFIC CONDITIONS Page 19 Proposed school vehicular access routes and on-site available vehicle queuing distance for the school are shown on Figure A, “Access and Available On-Site Queuing for Parent Routes.” Based on other charter school sites with no driver-age students studied in the Little Rock area, it has been found that approximately 2.5 linear feet of vehicle queuing distance is adequate per student. This calculates to approxi- mately 1,575 linear feet of vehicle queuing that can be expected to be needed at the school at full enrollment of 630 students. This value has independently been verified by using an analysis tool produced and used in North Carolina. The analysis tool is entitled: Municipal and School Transportation Assistance Traffic Management Unit Transportation Mobility and Safety Division of Highways North Carolina Department of Transportation. The data base and calculations associated with it are based on aver- aging traffic volume and vehicle queue data obtained at public, pri- vate and charter schools across North Carolina. The calculation tab used for this calculation is for the school type referred to as “Private & Non-Urban Charter.” The Private & Non-Urban Charter data is based on few to no buses. The results from the analysis tool used in North Carolina is shown on the following page. The calculated vehicle queue length based on this tool is 1,565 linear feet; very close to the calculated value of 1,575 linear feet based on 2.5 linear feet per stu- dent for 630 students. There is currently approximately 1,190 linear feet of available vehicle queuing without blocking any adjacent intersections (as stated in the 2017 traffic study report for this project). With the expansion and additional stacking area planned there is expected to be approxi- mately 350 linear feet of additional available on-site queuing which will allow for a total of 1,540 linear feet of available vehicle queuing without blocking any adjacent intersections. This is only 25 feet short (or approximately one vehicle) of the calculated vehicle queue length needed based on the NCDOT tool of 1,565 linear feet. It is expected that the planned school vehicle queuing will likely not queue beyond the proposed available storage except for possibly one or two vehicles for a short time during the school dismissal peak hour. AVAILABLE QUEUING Page 20 Calculated Vehicle Queuing and Vehicle Trips Source: North Carolina Department of Transportation Calculations Average Queue Length Pre-K & K 75 0 10 333 94 70 1-10 555 1 55 1232 538 348 11th 12th Sum >> 630 1 65 1565 632 418 Total AM Trips Total PM Trips School Queue Input Grade Level Student Population Number of Buses Staff Members Student Drivers Page 21 FINDINGS and RECOMMENDATIONS Findings of this study are summarized as follows: • Approximately 632 vehicle trips (combined in and out) are projected to be generated by the approximate 630 student charter school development as proposed during the AM peak hour and approximately 418 vehicle trips are estimated during the traffic conditions of the school PM peak hour. These values includes an additional 201 vehi- cle trips during the AM peak hour and an additional 133 vehicle trips during the PM peak hour expected to be as- sociated the addition of 200 students. • Capacity and level of service analysis was performed for existing traffic volumes, lane geometry and traffic control for the AM and school PM peak hours for the study inter- sections. All vehicle movements currently operate at what calculates as an acceptable LOS “D” or better for existing traffic conditions at the study intersections for the AM and school PM peak hours except for the follow- ing: ο The southbound vehicle movements on S. Martin Street approach to Asher Avenue during the AM peak hour and school PM peak hours (LOS “E”). These volumes are low (only 57 vehicles during the AM peak hour and only 62 during the PM peak hour which calculates to approximately only one per minute) and the delay is caused by the higher volumes on Asher Avenue. This condition occurs for only for a short time during the AM and school PM peak hours. ο The southbound left-turn vehicle movement on S. Maple Street approach to Asher Avenue during the AM peak hour (LOS “E”). This volume is low (only 30 vehicles) and the delay is caused by the higher volumes on Asher Avenue. This condition occurs only for a short time during the AM peak hour. Page 22 • Capacity and LOS analysis was performed for projected traffic conditions to include the proposed additional 200 students (for a total enrollment of 630 students) for the AM and school PM peak hours for the study intersections. All vehicle movements are expected to continue to operate at what calculates as an acceptable LOS “D” or better at the study intersections for the AM and school PM peak hours except for the same vehicle movements that are currently operating at worse than LOS “D”. • There is currently approximately 1,190 linear feet of avail- able vehicle queuing without blocking any adjacent inter- sections. With the expansion and additional stacking area planned there is expected to be approximately 350 linear feet of additional available on-site queuing which will allow for a total of 1,540 linear feet of available vehicle queuing without blocking any adjacent intersections. This is only 25 feet short (or approximately one vehicle) of the calcu- lated vehicle queue length needed based on the NCDOT tool of 1,565 linear feet. It is expected that the planned school vehicle queuing will likely not queue beyond the proposed available storage except for possibly one or two vehicles for a short time during the school dismissal peak hour. Recommendations of this study are as follows: • It is recommended that W. 24th Street, from S. Valentine Street to the east edge of the school property line be wid- ened 12 feet to accommodate an additional eastbound lane (allowing for two eastbound lanes). • It is recommended that W. 24th Street between S. Valen- tine Street and S. Maple Street operate as two-way, allow- ing for one eastbound lane and one westbound lane. • It is recommended that the existing west outbound access drive allow for a northbound left-turn lane and a northbound right-turn lane on this approximate 28-foot wide driveway approach to W. 24th Street. Page 23 • It is recommended to construct the new east outbound access drive at 24th Street as shown on the attached site plan and serve right-out vehicle movements only. • A request to the City of Little Rock should be made for any roadway changes in the vicinity. Some changes may require modifications of appropriate MUTCD striping and signing. The conclusion of traffic operational findings associated with this study is that projected traffic associated with the planned additional approximate 200 4th and 5th grade stu- dents can be accommodated well by the adjacent streets that offer access to and from the site with the recommenda- tions as proposed. APPENDIX Site Plan Trip Generation Data P1908 AM PEAK HOUR PM PEAK HOUR PROPOSED APPROXIMATE ITE VOLUME VOLUME LAND USE SIZE CODE ENTER EXIT ENTER EXIT Existing Elementary Charter School 430 Students *534 235 196 123 162 Future Annex Additional Enrollment 200 Students *534 114 87 53 80 349 283 176 242 *Volumes derived from NCDOT calculations. These were compared to ITE calculations and were found to be higher. TOTAL ENTERING + EXITING TOTAL DRIVEWAY VOLUMES 632 SCHOOL 418 Garland Elementary Charter School Little Rock, Arkansas Capacity and Level of Service Calculations P206210/2/2020EX AM8618Asher Ave316962533473885720134543Maple St5034Martin St113 246402Asher Ave2382505 0 1 6 M a rtin S t7 602 11646324th St413Maple St11925th St27045132Maple St102248125th St5150Asher Ave51685Asher Ave34129S Valentine 4 55 18524th StS Valentine5525th St8222Inbound8212324th St685Outbound HCM 2010 TWSC 3: Asher Ave & Maple St 10/2/2020 P2062 Existing AM.syn EJP Page 1 Intersection Intersection Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 31 696 2 5 334 7 8 6 18 38 8 57 Conflicting Peds, #/hr 0 0 4 0 0 0 0 0 0 4 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - - 100 - - - - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 34 757 2 5 363 8 9 7 20 41 9 62 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 375 0 0 759 0 0 1242 1211 758 1220 1208 375 Stage 1 - - - - - - 825 825 - 382 382 - Stage 2 - - - - - - 417 386 - 838 826 - Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1183 - - 852 - - 152 182 407 157 183 671 Stage 1 - - - - - - 367 387 - 640 613 - Stage 2 - - - - - - 613 610 - 361 387 - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 1179 - - 852 - - 129 175 407 141 176 667 Mov Capacity-2 Maneuver - - - - - - 129 175 - 141 176 - Stage 1 - - - - - - 356 376 - 620 608 - Stage 2 - - - - - - 543 605 - 328 376 - Approach EB WB NB SB HCM Control Delay, s 0.3 0.1 23.6 22.9 HCM LOS C C Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 228 1179 - - 852 - - 141 352 HCM Lane V/C Ratio 0.153 0.029 - - 0.006 - - 0.195 0.24 HCM Control Delay (s) 23.6 8.143 - - 9.252 - - 36.6 18.4 HCM Lane LOS C A A E C HCM 95th %tile Q(veh) 0.528 0.088 - - 0.019 - - 0.694 0.921 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 5: Maple St & 24th St 10/2/2020 P2062 Existing AM.syn EJP Page 2 Intersection Intersection Delay, s/veh 5.9 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 45 43 20 13 50 34 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 49 47 22 14 54 37 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 175 29 0 0 36 0 Stage 1 29 - - - - - Stage 2 146 - - - - - Follow-up Headway 3.518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 815 1046 - - 1575 - Stage 1 994 - - - - - Stage 2 881 - - - - - Time blocked-Platoon, %- - - Mov Capacity-1 Maneuver 786 1046 - - 1575 - Mov Capacity-2 Maneuver 786 - - - - - Stage 1 994 - - - - - Stage 2 850 - - - - - Approach WB NB SB HCM Control Delay, s 9.5 0 4.4 HCM LOS A Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 895 1575 - HCM Lane V/C Ratio - - 0.107 0.035 - HCM Control Delay (s) - - 9.5 7.367 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) - - 0.358 0.107 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 7: Martin St & Asher Ave 10/2/2020 P2062 Existing AM.syn EJP Page 3 Intersection Intersection Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 24 640 2 2 382 50 1 1 3 50 1 6 Conflicting Peds, #/hr 0 0 0 3 0 0 0 0 6 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - - 200 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 26 696 2 2 415 54 1 1 3 54 1 7 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 470 0 0 704 0 0 1206 1229 706 1204 1203 442 Stage 1 - - - - - - 755 755 - 447 447 - Stage 2 - - - - - - 451 474 - 757 756 - Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1092 - - 894 - - 160 178 436 161 184 615 Stage 1 - - - - - - 401 417 - 591 573 - Stage 2 - - - - - - 588 558 - 400 416 - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 1092 - - 892 - - 154 173 433 156 178 615 Mov Capacity-2 Maneuver - - - - - - 154 173 - 156 178 - Stage 1 - - - - - - 390 405 - 577 572 - Stage 2 - - - - - - 579 557 - 386 404 - Approach EB WB NB SB HCM Control Delay, s 0.3 0 19.1 37.8 HCM LOS C E Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 260 1092 - - 892 - - 170 HCM Lane V/C Ratio 0.021 0.024 - - 0.002 - - 0.364 HCM Control Delay (s) 19.1 8.377 - - 9.046 - - 37.8 HCM Lane LOS C A A E HCM 95th %tile Q(veh) 0.064 0.073 - - 0.007 - - 1.544 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 AWSC 8: 25th St & Martin St & 24th St 10/2/2020 P2062 Existing AM.syn EJP Page 4 Intersection Intersection Delay, s/veh 7.5 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR NEL NER Vol, veh/h 11 64 0 0 0 2 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 Mvmt Flow 12 70 0 0 0 2 0 0 Number of Lanes 1 1 0 0 1 0 0 0 Approach EB Opposing Approach WB Opposing Lanes 1 Conflicting Approach Left Conflicting Lanes Left 0 Conflicting Approach Right NB Conflicting Lanes Right 1 HCM Control Delay 7.3 HCM LOS A Lane NBLn1 EBLn1 EBLn2 WBLn1 Vol Left, % 97% 0% 0% 100% Vol Thru, % 0% 100% 0% 0% Vol Right, % 3% 0% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 78 11 127 17 LT Vol 0 11 0 0 Through Vol 2 0 127 0 RT Vol 76 0 0 17 Lane Flow Rate 85 12 138 18 Geometry Grp 2 7 7 5 Degree of Util (X) 0.1 0.015 0.15 0.024 Departure Headway (Hd) 4.255 4.607 3.906 4.731 Convergence, Y/N Yes Yes Yes Yes Cap 839 777 917 761 Service Time 2.296 2.337 1.636 2.731 HCM Lane V/C Ratio 0.101 0.015 0.15 0.024 HCM Control Delay 7.8 7.4 7.3 7.8 HCM Lane LOS A A A A HCM 95th-tile Q 0.3 0 0.5 0.1 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 AWSC 9: Maple St & 25th St 10/2/2020 P2062 Existing AM.syn EJP Page 6 Intersection Intersection Delay, s/veh 7.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 27 0 4 5 13 2 1 19 0 0 102 24 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 29 0 4 5 14 2 1 21 0 0 111 26 Number of Lanes 0 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 2 1 HCM Control Delay 7.7 7.7 7.3 7.7 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 5% 87% 100% 0% 0% Vol Thru, % 95% 0% 0% 87% 81% Vol Right, % 0% 13% 0% 13% 19% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 20 31 5 15 126 LT Vol 19 0 0 13 102 Through Vol 0 4 0 2 24 RT Vol 1 27 5 0 0 Lane Flow Rate 22 34 5 16 137 Geometry Grp 2 5 7 7 2 Degree of Util (X) 0.025 0.041 0.008 0.021 0.15 Departure Headway (Hd) 4.143 4.425 5.331 4.736 3.93 Convergence, Y/N Yes Yes Yes Yes Yes Cap 856 801 666 749 908 Service Time 2.208 2.5 3.105 2.51 1.976 HCM Lane V/C Ratio 0.026 0.042 0.008 0.021 0.151 HCM Control Delay 7.3 7.7 8.1 7.6 7.7 HCM Lane LOS A A A A A HCM 95th-tile Q 0.1 0.1 0 0.1 0.5 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 11: S Valentine & 25th St 10/2/2020 P2062 Existing AM.syn EJP Page 8 Intersection Intersection Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 0 0 5 150 81 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 5 163 88 0 Major/Minor Major2 Minor1 Conflicting Flow All 0 0 92 0 Stage 1 - - 0 - Stage 2 - - 92 - Follow-up Headway - - 3.52 - Pot Capacity-1 Maneuver - - 882 - Stage 1 - - - - Stage 2 - - 905 - Time blocked-Platoon, %- Mov Capacity-1 Maneuver - - 882 - Mov Capacity-2 Maneuver - - 882 - Stage 1 - - - - Stage 2 - - 905 - Approach WB NB HCM Control Delay, s 0 + HCM LOS - Minor Lane / Major Mvmt NBLn1 WBL WBT Capacity (veh/h) + - - HCM Lane V/C Ratio + - - HCM Control Delay (s) + - - HCM Lane LOS + HCM 95th %tile Q(veh) + - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 12: Asher Ave & S Valentine 10/2/2020 P2062 Existing AM.syn EJP Page 9 Intersection Intersection Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 51 685 341 29 4 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 55 745 371 32 4 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 402 0 - 0 1241 386 Stage 1 - - - - 386 - Stage 2 - - - - 855 - Follow-up Headway 2.218 - - - 3.518 3.318 Pot Capacity-1 Maneuver 1157 - - - 193 662 Stage 1 - - - - 687 - Stage 2 - - - - 417 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 1157 - - - 184 662 Mov Capacity-2 Maneuver - - - - 305 - Stage 1 - - - - 687 - Stage 2 - - - - 397 - Approach EB WB SB HCM Control Delay, s 0.6 0 13.5 HCM LOS B Minor Lane / Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1157 - - - 435 HCM Lane V/C Ratio 0.048 - - - 0.022 HCM Control Delay (s) 8.268 - - - 13.5 HCM Lane LOS A B HCM 95th %tile Q(veh) 0.151 - - - 0.069 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 16: 24th St & S Valentine 10/2/2020 P2062 Existing AM.syn EJP Page 10 Intersection Intersection Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 5 185 0 0 5 5 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, % 2 2 2 2 2 2 Mvmt Flow 5 201 0 0 5 5 Major/Minor Major1 Minor2 Conflicting Flow All 0 0 212 0 Stage 1 - -0 - Stage 2 - - 212 - Follow-up Headway - - 3.518 - Pot Capacity-1 Maneuver - - 745 - Stage 1 - -- - Stage 2 - - 790 - Time blocked-Platoon, % - Mov Capacity-1 Maneuver - - 745 - Mov Capacity-2 Maneuver - - 745 - Stage 1 - -- - Stage 2 - - 790 - Approach EB SB HCM Control Delay, s 0 + HCM LOS - Minor Lane / Major Mvmt EBL EBT SBLn1 Capacity (veh/h) - - + HCM Lane V/C Ratio - - + HCM Control Delay (s) - - + HCM Lane LOS + HCM 95th %tile Q(veh) - - + Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 18: 25th St & Inbound 10/2/2020 P2062 Existing AM.syn EJP Page 11 HCM research expects at least one 'Stop' controlled approach at the intersection. HCM 2010 TWSC 20: Outbound & 24th St 10/2/2020 P2062 Existing AM.syn EJP Page 12 Intersection Intersection Delay, s/veh 6.8 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 68 0 0 5 82 123 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 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 74 0 0 5 89 134 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 74 0 79 74 Stage 1 - - - - 74 - Stage 2 - - - - 5 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1526 - 924 988 Stage 1 - - - - 949 - Stage 2 - - - - 1018 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 1526 - 924 988 Mov Capacity-2 Maneuver - - - - 924 - Stage 1 - - - - 949 - Stage 2 - - - - 1018 - Approach EB WB NB HCM Control Delay, s 0 0 9.2 HCM LOS A Minor Lane / Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 924 988 - - 1526 - HCM Lane V/C Ratio 0.096 0.135 - - - - HCM Control Delay (s) 9.3 9.2 - - 0 - HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.319 0.467 - - 0 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined P206210/2/2020EX School PM8112Asher Ave2541126589113055720133736Maple St2737Martin St326 174242Asher Ave5712313 9 3 2 0 M a rtin S t4 202 10533224th St58Maple St43225th St2005473Maple St102248125th St581Asher Ave28415Asher Ave60117S Valentine 4 5 613824th StS Valentine5525th St8116Inbound6810324th St392Outbound HCM 2010 TWSC 3: Asher Ave & Maple St 10/2/2020 P2062 Existing School PM.syn EJP Page 1 Intersection Intersection Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 25 411 2 6 589 11 8 1 12 30 5 57 Conflicting Peds, #/hr 0 0 4 0 0 0 0 0 0 4 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - - 100 - - - - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 27 447 2 7 640 12 9 1 13 33 5 62 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 656 0 0 449 0 0 1199 1171 448 1172 1166 654 Stage 1 - - - - - - 502 502 - 663 663 - Stage 2 - - - - - - 697 669 - 509 503 - Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 931 - - 1111 - - 162 193 611 169 194 467 Stage 1 - - - - - - 552 542 - 450 459 - Stage 2 - - - - - - 431 456 - 547 541 - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 928 - - 1111 - - 133 186 611 160 187 464 Mov Capacity-2 Maneuver - - - - - - 133 186 - 160 187 - Stage 1 - - - - - - 536 526 - 436 455 - Stage 2 - - - - - - 366 452 - 519 525 - Approach EB WB NB SB HCM Control Delay, s 0.5 0.1 21.1 21.5 HCM LOS C C Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 247 928 - - 1111 - - 160 339 HCM Lane V/C Ratio 0.092 0.029 - - 0.006 - - 0.136 0.231 HCM Control Delay (s) 21.1 8.996 - - 8.259 - - 31 18.8 HCM Lane LOS C A A D C HCM 95th %tile Q(veh) 0.302 0.09 - - 0.018 - - 0.459 0.877 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 5: Maple St & 24th St 10/2/2020 P2062 Existing School PM.syn EJP Page 2 Intersection Intersection Delay, s/veh 5.1 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 37 36 20 13 27 37 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 40 39 22 14 29 40 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 128 29 0 0 36 0 Stage 1 29 - - - - - Stage 2 99 - - - - - Follow-up Headway 3.518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 866 1046 - - 1575 - Stage 1 994 - - - - - Stage 2 925 - - - - - Time blocked-Platoon, %- - - Mov Capacity-1 Maneuver 850 1046 - - 1575 - Mov Capacity-2 Maneuver 850 - - - - - Stage 1 994 - - - - - Stage 2 907 - - - - - Approach WB NB SB HCM Control Delay, s 9.2 0 3.1 HCM LOS A Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 937 1575 - HCM Lane V/C Ratio - - 0.085 0.019 - HCM Control Delay (s) - - 9.2 7.329 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) - - 0.277 0.057 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 7: Martin St & Asher Ave 10/2/2020 P2062 Existing School PM.syn EJP Page 3 Intersection Intersection Delay, s/veh 2.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 17 424 2 5 712 31 3 2 6 39 3 20 Conflicting Peds, #/hr 0 0 0 3 0 0 0 0 6 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - - 200 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 18 461 2 5 774 34 3 2 7 42 3 22 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 808 0 0 469 0 0 1319 1323 471 1311 1308 791 Stage 1 - - - - - - 505 505 - 802 802 - Stage 2 - - - - - - 814 818 - 509 506 - Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 817 - - 1093 - - 134 156 593 136 159 390 Stage 1 - - - - - - 549 540 - 378 396 - Stage 2 - - - - - - 372 390 - 547 540 - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 817 - - 1090 - - 121 151 589 130 154 390 Mov Capacity-2 Maneuver - - - - - - 121 151 - 130 154 - Stage 1 - - - - - - 534 526 - 370 394 - Stage 2 - - - - - - 347 388 - 526 526 - Approach EB WB NB SB HCM Control Delay, s 0.4 0.1 21.7 40.4 HCM LOS C E Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 228 817 - - 1090 - - 167 HCM Lane V/C Ratio 0.052 0.023 - - 0.005 - - 0.404 HCM Control Delay (s) 21.7 9.508 - - 8.319 - - 40.4 HCM Lane LOS C A A E HCM 95th %tile Q(veh) 0.165 0.069 - - 0.015 - - 1.776 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 AWSC 8: 25th St & Martin St & 24th St 10/2/2020 P2062 Existing School PM.syn EJP Page 4 Intersection Intersection Delay, s/veh 7.2 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR NEL NER Vol, veh/h 10 53 0 0 0 2 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 Mvmt Flow 11 58 0 0 0 2 0 0 Number of Lanes 1 1 0 0 1 0 0 0 Approach EB Opposing Approach WB Opposing Lanes 1 Conflicting Approach Left Conflicting Lanes Left 0 Conflicting Approach Right NB Conflicting Lanes Right 1 HCM Control Delay 7 HCM LOS A Lane NBLn1 EBLn1 EBLn2 WBLn1 Vol Left, % 95% 0% 0% 100% Vol Thru, % 0% 100% 0% 0% Vol Right, % 5% 0% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 44 10 85 13 LT Vol 0 10 0 0 Through Vol 2 0 85 0 RT Vol 42 0 0 13 Lane Flow Rate 48 11 92 14 Geometry Grp 2 7 7 5 Degree of Util (X) 0.056 0.014 0.1 0.018 Departure Headway (Hd) 4.199 4.583 3.883 4.491 Convergence, Y/N Yes Yes Yes Yes Cap 852 783 925 790 Service Time 2.227 2.301 1.6 2.556 HCM Lane V/C Ratio 0.056 0.014 0.099 0.018 HCM Control Delay 7.5 7.4 7 7.6 HCM Lane LOS A A A A HCM 95th-tile Q 0.2 0 0.3 0.1 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 AWSC 9: Maple St & 25th St 10/2/2020 P2062 Existing School PM.syn EJP Page 6 Intersection Intersection Delay, s/veh 7.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 20 0 5 4 7 3 4 32 0 0 102 24 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 22 0 5 4 8 3 4 35 0 0 111 26 Number of Lanes 0 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 2 1 HCM Control Delay 7.6 7.7 7.4 7.7 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 11% 80% 100% 0% 0% Vol Thru, % 89% 0% 0% 70% 81% Vol Right, % 0% 20% 0% 30% 19% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 36 25 4 10 126 LT Vol 32 0 0 7 102 Through Vol 0 5 0 3 24 RT Vol 4 20 4 0 0 Lane Flow Rate 39 27 4 11 137 Geometry Grp 2 5 7 7 2 Degree of Util (X) 0.045 0.033 0.006 0.014 0.149 Departure Headway (Hd) 4.133 4.394 5.358 4.646 3.923 Convergence, Y/N Yes Yes Yes Yes Yes Cap 860 806 662 762 911 Service Time 2.186 2.471 3.136 2.423 1.96 HCM Lane V/C Ratio 0.045 0.033 0.006 0.014 0.15 HCM Control Delay 7.4 7.6 8.2 7.5 7.7 HCM Lane LOS A A A A A HCM 95th-tile Q 0.1 0.1 0 0 0.5 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 11: S Valentine & 25th St 10/2/2020 P2062 Existing School PM.syn EJP Page 8 Intersection Intersection Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 0 0 5 81 81 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 5 88 88 0 Major/Minor Major2 Minor1 Conflicting Flow All 0 0 55 0 Stage 1 - - 0 - Stage 2 - - 55 - Follow-up Headway - - 3.52 - Pot Capacity-1 Maneuver - - 936 - Stage 1 - - - - Stage 2 - - 951 - Time blocked-Platoon, %- Mov Capacity-1 Maneuver - - 936 - Mov Capacity-2 Maneuver - - 936 - Stage 1 - - - - Stage 2 - - 951 - Approach WB NB HCM Control Delay, s 0 + HCM LOS - Minor Lane / Major Mvmt NBLn1 WBL WBT Capacity (veh/h) + - - HCM Lane V/C Ratio + - - HCM Control Delay (s) + - - HCM Lane LOS + HCM 95th %tile Q(veh) + - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 12: Asher Ave & S Valentine 10/2/2020 P2062 Existing School PM.syn EJP Page 9 Intersection Intersection Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 28 415 601 17 4 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 30 451 653 18 4 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 672 0 - 0 1175 663 Stage 1 - - - - 663 - Stage 2 - - - - 512 - Follow-up Headway 2.218 - - - 3.518 3.318 Pot Capacity-1 Maneuver 919 - - - 212 461 Stage 1 - - - - 512 - Stage 2 - - - - 602 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 919 - - - 205 461 Mov Capacity-2 Maneuver - - - - 342 - Stage 1 - - - - 512 - Stage 2 - - - - 582 - Approach EB WB SB HCM Control Delay, s 0.6 0 14.2 HCM LOS B Minor Lane / Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 919 - - - 399 HCM Lane V/C Ratio 0.033 - - - 0.025 HCM Control Delay (s) 9.051 - - - 14.2 HCM Lane LOS A B HCM 95th %tile Q(veh) 0.103 - - - 0.075 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 16: 24th St & S Valentine 10/2/2020 P2062 Existing School PM.syn EJP Page 10 Intersection Intersection Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 6 138 0 0 5 5 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, % 2 2 2 2 2 2 Mvmt Flow 7 150 0 0 5 5 Major/Minor Major1 Minor2 Conflicting Flow All 0 0 163 0 Stage 1 - -0 - Stage 2 - - 163 - Follow-up Headway - - 3.518 - Pot Capacity-1 Maneuver - - 802 - Stage 1 - -- - Stage 2 - - 839 - Time blocked-Platoon, % - Mov Capacity-1 Maneuver - - 802 - Mov Capacity-2 Maneuver - - 802 - Stage 1 - -- - Stage 2 - - 839 - Approach EB SB HCM Control Delay, s 0 + HCM LOS - Minor Lane / Major Mvmt EBL EBT SBLn1 Capacity (veh/h) - - + HCM Lane V/C Ratio - - + HCM Control Delay (s) - - + HCM Lane LOS + HCM 95th %tile Q(veh) - - + Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 18: 25th St & Inbound 10/2/2020 P2062 Existing School PM.syn EJP Page 11 HCM research expects at least one 'Stop' controlled approach at the intersection. HCM 2010 TWSC 20: Outbound & 24th St 10/2/2020 P2062 Existing School PM.syn EJP Page 12 Intersection Intersection Delay, s/veh 7.2 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 39 0 0 2 68 103 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 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 42 0 0 2 74 112 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 42 0 44 42 Stage 1 - - - - 42 - Stage 2 - - - - 2 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1567 - 967 1029 Stage 1 - - - - 980 - Stage 2 - - - - 1021 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 1567 - 967 1029 Mov Capacity-2 Maneuver - - - - 967 - Stage 1 - - - - 980 - Stage 2 - - - - 1021 - Approach EB WB NB HCM Control Delay, s 0 0 8.9 HCM LOS A Minor Lane / Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 967 1029 - - 1567 - HCM Lane V/C Ratio 0.076 0.109 - - - - HCM Control Delay (s) 9 8.9 - - 0 - HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.248 0.365 - - 0 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined P2062Projected AM8622Asher Ave36721210382302383336184543Maple St7134Martin St143 336252Asher Ave2393718 9 4 1 1 3 M a rtin S t1 0 702 1415014524th St417Maple St93525th St37045182Maple St712411225th St5210Asher Ave72680Asher Ave42140S Valentine 4 55 211S Valentine5525th St8314Inbound8812324th St93223678West OutEast Out7821624th St HCM 2010 TWSC 3: Asher Ave & Maple St 10/2/2020 P2062 Projected AM with expansion.syn EJP Page 1 Intersection Intersection Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 36 721 2 10 382 30 8 6 22 23 8 33 Conflicting Peds, #/hr 0 0 4 0 0 0 0 0 0 4 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - - 100 - - - - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 39 784 2 11 415 33 9 7 24 25 9 36 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 452 0 0 786 0 0 1343 1337 785 1335 1321 440 Stage 1 - - - - - - 863 863 - 457 457 - Stage 2 - - - - - - 480 474 - 878 864 - Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1109 - - 833 - - 129 153 393 131 157 617 Stage 1 - - - - - - 349 372 - 583 568 - Stage 2 - - - - - - 567 558 - 343 371 - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 1106 - - 833 - - 111 145 393 114 149 613 Mov Capacity-2 Maneuver - - - - - - 111 145 - 114 149 - Stage 1 - - - - - - 337 359 - 561 559 - Stage 2 - - - - - - 517 549 - 305 358 - Approach EB WB NB SB HCM Control Delay, s 0.4 0.2 25.8 26 HCM LOS D D Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 212 1106 - - 833 - - 114 278 HCM Lane V/C Ratio 0.185 0.035 - - 0.013 - - 0.146 0.19 HCM Control Delay (s) 25.8 8.374 - - 9.379 - - 41.9 21 HCM Lane LOS D A A E C HCM 95th %tile Q(veh) 0.659 0.11 - - 0.04 - - 0.494 0.688 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 5: Maple St & 24th St 10/2/2020 P2062 Projected AM with expansion.syn EJP Page 2 Intersection Intersection Delay, s/veh 5.7 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 45 43 36 18 71 34 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 49 47 39 20 77 37 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 240 49 0 0 59 0 Stage 1 49 - - - - - Stage 2 191 - - - - - Follow-up Headway 3.518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 748 1020 - - 1545 - Stage 1 973 - - - - - Stage 2 841 - - - - - Time blocked-Platoon, %- - - Mov Capacity-1 Maneuver 710 1020 - - 1545 - Mov Capacity-2 Maneuver 710 - - - - - Stage 1 973 - - - - - Stage 2 798 - - - - - Approach WB NB SB HCM Control Delay, s 9.9 0 5 HCM LOS A Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 834 1545 - HCM Lane V/C Ratio - - 0.115 0.05 - HCM Control Delay (s) - - 9.9 7.453 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) - - 0.387 0.158 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 7: Martin St & Asher Ave 10/2/2020 P2062 Projected AM with expansion.syn EJP Page 3 Intersection Intersection Delay, s/veh 12.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 33 625 2 2 393 71 1 4 3 89 4 113 Conflicting Peds, #/hr 0 0 0 3 0 0 0 0 6 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - - 200 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 36 679 2 2 427 77 1 4 3 97 4 123 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 504 0 0 688 0 0 1292 1267 689 1232 1229 466 Stage 1 - - - - - - 758 758 - 470 470 - Stage 2 - - - - - - 534 509 - 762 759 - Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 1061 - - 906 - - 140 169 446 154 178 597 Stage 1 - - - - - - 399 415 - 574 560 - Stage 2 - - - - - - 530 538 - 397 415 - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 1061 - - 904 - - 106 162 443 145 171 597 Mov Capacity-2 Maneuver - - - - - - 106 162 - 145 171 - Stage 1 - - - - - - 384 399 - 555 559 - Stage 2 - - - - - - 417 537 - 376 399 - Approach EB WB NB SB HCM Control Delay, s 0.4 0 24.2 76.6 HCM LOS C F Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 196 1061 - - 904 - - 249 HCM Lane V/C Ratio 0.044 0.034 - - 0.002 - - 0.899 HCM Control Delay (s) 24.2 8.512 - - 8.992 - - 76.6 HCM Lane LOS C A A F HCM 95th %tile Q(veh) 0.138 0.105 - - 0.007 - - 7.729 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 AWSC 8: 25th St & Martin St & 24th St 10/2/2020 P2062 Projected AM with expansion.syn EJP Page 4 Intersection Intersection Delay, s/veh 8.6 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR NEL NER Vol, veh/h 14 150 0 0 0 2 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 Mvmt Flow 15 163 0 0 0 2 0 0 Number of Lanes 1 1 0 0 1 0 0 0 Approach EB Opposing Approach WB Opposing Lanes 1 Conflicting Approach Left Conflicting Lanes Left 0 Conflicting Approach Right NB Conflicting Lanes Right 1 HCM Control Delay 8.7 HCM LOS A Lane NBLn1 EBLn1 EBLn2 WBLn1 Vol Left, % 98% 0% 0% 100% Vol Thru, % 0% 100% 0% 0% Vol Right, % 2% 0% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 109 14 295 21 LT Vol 0 14 0 0 Through Vol 2 0 295 0 RT Vol 107 0 0 21 Lane Flow Rate 118 15 321 23 Geometry Grp 2 7 7 5 Degree of Util (X) 0.145 0.02 0.35 0.033 Departure Headway (Hd) 4.404 4.632 3.931 5.182 Convergence, Y/N Yes Yes Yes Yes Cap 804 769 911 695 Service Time 2.488 2.381 1.68 3.182 HCM Lane V/C Ratio 0.147 0.02 0.352 0.033 HCM Control Delay 8.2 7.5 8.8 8.4 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.1 1.6 0.1 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 AWSC 9: Maple St & 25th St 10/2/2020 P2062 Projected AM with expansion.syn EJP Page 6 Intersection Intersection Delay, s/veh 7.6 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 37 0 4 5 18 2 9 35 0 0 71 24 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 40 0 4 5 20 2 10 38 0 0 77 26 Number of Lanes 0 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 2 1 HCM Control Delay 7.8 7.8 7.5 7.5 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 20% 90% 100% 0% 0% Vol Thru, % 80% 0% 0% 90% 75% Vol Right, % 0% 10% 0% 10% 25% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 44 41 5 20 95 LT Vol 35 0 0 18 71 Through Vol 0 4 0 2 24 RT Vol 9 37 5 0 0 Lane Flow Rate 48 45 5 22 103 Geometry Grp 2 5 7 7 2 Degree of Util (X) 0.055 0.055 0.008 0.029 0.113 Departure Headway (Hd) 4.177 4.441 5.324 4.753 3.942 Convergence, Y/N Yes Yes Yes Yes Yes Cap 848 798 667 746 900 Service Time 2.25 2.517 3.099 2.527 2.007 HCM Lane V/C Ratio 0.057 0.056 0.007 0.029 0.114 HCM Control Delay 7.5 7.8 8.1 7.7 7.5 HCM Lane LOS A A A A A HCM 95th-tile Q 0.2 0.2 0 0.1 0.4 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 11: S Valentine & 25th St 10/2/2020 P2062 Projected AM with expansion.syn EJP Page 8 Intersection Intersection Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 0 0 5 210 112 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 5 228 122 0 Major/Minor Major2 Minor1 Conflicting Flow All 0 0 125 0 Stage 1 - - 0 - Stage 2 - - 125 - Follow-up Headway - - 3.52 - Pot Capacity-1 Maneuver - - 836 - Stage 1 - - - - Stage 2 - - 866 - Time blocked-Platoon, %- Mov Capacity-1 Maneuver - - 836 - Mov Capacity-2 Maneuver - - 836 - Stage 1 - - - - Stage 2 - - 866 - Approach WB NB HCM Control Delay, s 0 + HCM LOS - Minor Lane / Major Mvmt NBLn1 WBL WBT Capacity (veh/h) + - - HCM Lane V/C Ratio + - - HCM Control Delay (s) + - - HCM Lane LOS + HCM 95th %tile Q(veh) + - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 12: Asher Ave & S Valentine 10/2/2020 P2062 Projected AM with expansion.syn EJP Page 9 Intersection Intersection Delay, s/veh 0.6 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 72 680 421 40 4 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 78 739 458 43 4 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 501 0 - 0 1375 479 Stage 1 - - - - 479 - Stage 2 - - - - 896 - Follow-up Headway 2.218 - - - 3.518 3.318 Pot Capacity-1 Maneuver 1063 - - - 160 587 Stage 1 - - - - 623 - Stage 2 - - - - 399 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 1063 - - - 148 587 Mov Capacity-2 Maneuver - - - - 273 - Stage 1 - - - - 623 - Stage 2 - - - - 370 - Approach EB WB SB HCM Control Delay, s 0.8 0 14.5 HCM LOS B Minor Lane / Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1063 - - - 388 HCM Lane V/C Ratio 0.074 - - - 0.025 HCM Control Delay (s) 8.656 - - - 14.5 HCM Lane LOS A B HCM 95th %tile Q(veh) 0.238 - - - 0.077 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 16: 24th St & S Valentine 10/2/2020 P2062 Projected AM with expansion.syn EJP Page 10 Intersection Intersection Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 5 211 0 0 5 5 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, % 2 2 2 2 2 2 Mvmt Flow 5 229 0 0 5 5 Major/Minor Major1 Minor2 Conflicting Flow All 0 0 240 0 Stage 1 - -0 - Stage 2 - - 240 - Follow-up Headway - - 3.518 - Pot Capacity-1 Maneuver - - 714 - Stage 1 - -- - Stage 2 - - 763 - Time blocked-Platoon, % - Mov Capacity-1 Maneuver - - 714 - Mov Capacity-2 Maneuver - - 714 - Stage 1 - -- - Stage 2 - - 763 - Approach EB SB HCM Control Delay, s 0 + HCM LOS - Minor Lane / Major Mvmt EBL EBT SBLn1 Capacity (veh/h) - - + HCM Lane V/C Ratio - - + HCM Control Delay (s) - - + HCM Lane LOS + HCM 95th %tile Q(veh) - - + Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 18: 25th St & Inbound 10/2/2020 P2062 Projected AM with expansion.syn EJP Page 11 HCM research expects at least one 'Stop' controlled approach at the intersection. HCM 2010 TWSC 20: West Out & 24th St 10/2/2020 P2062 Projected AM with expansion.syn EJP Page 12 Intersection Intersection Delay, s/veh 6.5 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 93 0 0 2 88 123 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 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 101 0 0 2 96 134 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 101 0 103 101 Stage 1 - - - - 101 - Stage 2 - - - - 2 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1491 - 895 954 Stage 1 - - - - 923 - Stage 2 - - - - 1021 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 1491 - 895 954 Mov Capacity-2 Maneuver - - - - 895 - Stage 1 - - - - 923 - Stage 2 - - - - 1021 - Approach EB WB NB HCM Control Delay, s 0 0 9.4 HCM LOS A Minor Lane / Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 895 954 - - 1491 - HCM Lane V/C Ratio 0.107 0.14 - - - - HCM Control Delay (s) 9.5 9.4 - - 0 - HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.358 0.487 - - 0 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 24: East Out & 24th St 10/2/2020 P2062 Projected AM with expansion.syn EJP Page 14 Intersection Intersection Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 216 0 0 0 0 78 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, % 2 2 2 2 2 2 Mvmt Flow 235 0 0 0 0 85 Major/Minor Major1 Minor1 Conflicting Flow All 0 0 235 116 Stage 1 - - 235 - Stage 2 - - 0 - Follow-up Headway - - 3.52 3.32 Pot Capacity-1 Maneuver - - 700 914 Stage 1 - - 747 - Stage 2 - - - - Time blocked-Platoon, % - - Mov Capacity-1 Maneuver - - 700 914 Mov Capacity-2 Maneuver - - 700 - Stage 1 - - 747 - Stage 2 - - - - Approach EB NB HCM Control Delay, s 0 9.3 HCM LOS A Minor Lane / Major Mvmt NBLn1 EBT EBR Capacity (veh/h) 914 - - HCM Lane V/C Ratio 0.093 - - HCM Control Delay (s) 9.3 - - HCM Lane LOS A HCM 95th %tile Q(veh) 0.306 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined P2062Projected School PM8114Asher Ave28423211631321844647103736Maple St3637Martin St336 454122Asher Ave5717607 3 3 9 6 M a rtin S t1 1 002 1311110524th St510Maple St114625th St25054103Maple St71215825th St6208Asher Ave37408Asher Ave67222S Valentine 4 55 149S Valentine5525th St17249Inbound6810324th St51217178West OutEast Out7115524th St HCM 2010 TWSC 3: Asher Ave & Maple St 10/2/2020 P2062 Projected School PM with expansion.syn EJP Page 1 Intersection Intersection Delay, s/veh 1.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 28 423 2 11 631 32 8 1 14 18 4 46 Conflicting Peds, #/hr 0 0 4 0 0 0 0 0 0 4 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - - 100 - - - - - 100 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 30 460 2 12 686 35 9 1 15 20 4 50 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 725 0 0 462 0 0 1280 1271 461 1261 1254 711 Stage 1 - - - - - - 522 522 - 731 731 - Stage 2 - - - - - - 758 749 - 530 523 - Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 878 - - 1099 - - 143 168 600 147 172 433 Stage 1 - - - - - - 538 531 - 413 427 - Stage 2 - - - - - - 399 419 - 533 530 - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 875 - - 1099 - - 119 160 600 137 164 430 Mov Capacity-2 Maneuver - - - - - - 119 160 - 137 164 - Stage 1 - - - - - - 520 513 - 398 421 - Stage 2 - - - - - - 344 413 - 501 512 - Approach EB WB NB SB HCM Control Delay, s 0.6 0.1 21.9 21.6 HCM LOS C C Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 238 875 - - 1099 - - 137 320 HCM Lane V/C Ratio 0.105 0.035 - - 0.011 - - 0.095 0.19 HCM Control Delay (s) 21.9 9.262 - - 8.312 - - 34 18.9 HCM Lane LOS C A A D C HCM 95th %tile Q(veh) 0.348 0.108 - - 0.033 - - 0.309 0.69 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 5: Maple St & 24th St 10/2/2020 P2062 Projected School PM with expansion.syn EJP Page 2 Intersection Intersection Delay, s/veh 4.7 Movement WBL WBR NBT NBR SBL SBT Vol, veh/h 37 36 47 10 36 37 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 40 39 51 11 39 40 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 175 57 0 0 62 0 Stage 1 57 - - - - - Stage 2 118 - - - - - Follow-up Headway 3.518 3.318 - - 2.218 - Pot Capacity-1 Maneuver 815 1009 - - 1541 - Stage 1 966 - - - - - Stage 2 907 - - - - - Time blocked-Platoon, %- - - Mov Capacity-1 Maneuver 794 1009 - - 1541 - Mov Capacity-2 Maneuver 794 - - - - - Stage 1 966 - - - - - Stage 2 883 - - - - - Approach WB NB SB HCM Control Delay, s 9.5 0 3.6 HCM LOS A Minor Lane / Major Mvmt NBT NBR WBLn1 SBL SBT Capacity (veh/h) - - 887 1541 - HCM Lane V/C Ratio - - 0.089 0.025 - HCM Control Delay (s) - - 9.5 7.397 0 HCM Lane LOS A A A HCM 95th %tile Q(veh) - - 0.294 0.078 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 7: Martin St & Asher Ave 10/2/2020 P2062 Projected School PM with expansion.syn EJP Page 3 Intersection Intersection Delay, s/veh 15.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 45 412 2 5 717 60 3 3 6 73 3 96 Conflicting Peds, #/hr 0 0 0 3 0 0 0 0 6 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 200 - - 200 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 49 448 2 5 779 65 3 3 7 79 3 104 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 845 0 0 456 0 0 1430 1408 458 1381 1377 812 Stage 1 - - - - - - 553 553 - 823 823 - Stage 2 - - - - - - 877 855 - 558 554 - Follow-up Headway 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Capacity-1 Maneuver 792 - - 1105 - - 112 139 603 121 145 379 Stage 1 - - - - - - 517 514 - 368 388 - Stage 2 - - - - - - 343 375 - 514 514 - Time blocked-Platoon, % - - - - Mov Capacity-1 Maneuver 792 - - 1102 - - 75 129 599 111 135 379 Mov Capacity-2 Maneuver - - - - - - 75 129 - 111 135 - Stage 1 - - - - - - 483 480 - 345 386 - Stage 2 - - - - - - 245 373 - 473 480 - Approach EB WB NB SB HCM Control Delay, s 1 0.1 28.8 122.8 HCM LOS D F Minor Lane / Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 164 792 - - 1102 - - 184 HCM Lane V/C Ratio 0.08 0.062 - - 0.005 - - 1.016 HCM Control Delay (s) 28.8 9.844 - - 8.283 - - 122.8 HCM Lane LOS D A A F HCM 95th %tile Q(veh) 0.256 0.197 - - 0.015 - - 8.56 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 AWSC 8: 25th St & Martin St & 24th St 10/2/2020 P2062 Projected School PM with expansion.syn EJP Page 4 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR NEL NER Vol, veh/h 13 111 0 0 0 2 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 Mvmt Flow 14 121 0 0 0 2 0 0 Number of Lanes 1 1 0 0 1 0 0 0 Approach EB Opposing Approach WB Opposing Lanes 1 Conflicting Approach Left Conflicting Lanes Left 0 Conflicting Approach Right NB Conflicting Lanes Right 1 HCM Control Delay 8 HCM LOS A Lane NBLn1 EBLn1 EBLn2 WBLn1 Vol Left, % 98% 0% 0% 100% Vol Thru, % 0% 100% 0% 0% Vol Right, % 2% 0% 100% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 112 13 216 15 LT Vol 0 13 0 0 Through Vol 2 0 216 0 RT Vol 110 0 0 15 Lane Flow Rate 122 14 235 16 Geometry Grp 2 7 7 5 Degree of Util (X) 0.146 0.018 0.256 0.023 Departure Headway (Hd) 4.329 4.621 3.92 5.012 Convergence, Y/N Yes Yes Yes Yes Cap 822 773 913 719 Service Time 2.389 2.361 1.659 3.012 HCM Lane V/C Ratio 0.148 0.018 0.257 0.022 HCM Control Delay 8.1 7.4 8 8.1 HCM Lane LOS A A A A HCM 95th-tile Q 0.5 0.1 1 0.1 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 AWSC 9: Maple St & 25th St 10/2/2020 P2062 Projected School PM with expansion.syn EJP Page 6 Intersection Intersection Delay, s/veh 7.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Vol, veh/h 25 0 5 4 10 3 11 46 0 0 71 21 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 27 0 5 4 11 3 12 50 0 0 77 23 Number of Lanes 0 1 0 1 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 2 1 HCM Control Delay 7.7 7.6 7.5 7.5 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 WBLn2 SBLn1 Vol Left, % 19% 83% 100% 0% 0% Vol Thru, % 81% 0% 0% 77% 77% Vol Right, % 0% 17% 0% 23% 23% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 57 30 4 13 92 LT Vol 46 0 0 10 71 Through Vol 0 5 0 3 21 RT Vol 11 25 4 0 0 Lane Flow Rate 62 33 4 14 100 Geometry Grp 2 5 7 7 2 Degree of Util (X) 0.071 0.04 0.006 0.018 0.109 Departure Headway (Hd) 4.137 4.397 5.334 4.671 3.932 Convergence, Y/N Yes Yes Yes Yes Yes Cap 860 805 665 758 906 Service Time 2.19 2.473 3.112 2.448 1.981 HCM Lane V/C Ratio 0.072 0.041 0.006 0.018 0.11 HCM Control Delay 7.5 7.7 8.1 7.5 7.5 HCM Lane LOS A A A A A HCM 95th-tile Q 0.2 0.1 0 0.1 0.4 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 11: S Valentine & 25th St 10/2/2020 P2062 Projected School PM with expansion.syn EJP Page 8 Intersection Intersection Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 0 0 6 208 58 0 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 0 0 7 226 63 0 Major/Minor Major2 Minor1 Conflicting Flow All 0 0 126 0 Stage 1 - - 0 - Stage 2 - - 126 - Follow-up Headway - - 3.52 - Pot Capacity-1 Maneuver - - 835 - Stage 1 - - - - Stage 2 - - 865 - Time blocked-Platoon, %- Mov Capacity-1 Maneuver - - 835 - Mov Capacity-2 Maneuver - - 835 - Stage 1 - - - - Stage 2 - - 865 - Approach WB NB HCM Control Delay, s 0 + HCM LOS - Minor Lane / Major Mvmt NBLn1 WBL WBT Capacity (veh/h) + - - HCM Lane V/C Ratio + - - HCM Control Delay (s) + - - HCM Lane LOS + HCM 95th %tile Q(veh) + - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 12: Asher Ave & S Valentine 10/2/2020 P2062 Projected School PM with expansion.syn EJP Page 9 Intersection Intersection Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 37 408 672 22 4 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 200 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 40 443 730 24 4 5 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 754 0 - 0 1266 742 Stage 1 - - - - 742 - Stage 2 - - - - 524 - Follow-up Headway 2.218 - - - 3.518 3.318 Pot Capacity-1 Maneuver 856 - - - 187 416 Stage 1 - - - - 471 - Stage 2 - - - - 594 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver 856 - - - 178 416 Mov Capacity-2 Maneuver - - - - 315 - Stage 1 - - - - 471 - Stage 2 - - - - 566 - Approach EB WB SB HCM Control Delay, s 0.8 0 15.2 HCM LOS C Minor Lane / Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 856 - - - 364 HCM Lane V/C Ratio 0.047 - - - 0.027 HCM Control Delay (s) 9.413 - - - 15.2 HCM Lane LOS A C HCM 95th %tile Q(veh) 0.148 - - - 0.083 Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 16: 24th St & S Valentine 10/2/2020 P2062 Projected School PM with expansion.syn EJP Page 10 Intersection Intersection Delay, s/veh 0 Movement EBL EBT WBT WBR SBL SBR Vol, veh/h 5 149 0 0 5 5 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, % 2 2 2 2 2 2 Mvmt Flow 5 162 0 0 5 5 Major/Minor Major1 Minor2 Conflicting Flow All 0 0 173 0 Stage 1 - -0 - Stage 2 - - 173 - Follow-up Headway - - 3.518 - Pot Capacity-1 Maneuver - - 790 - Stage 1 - -- - Stage 2 - - 829 - Time blocked-Platoon, % - Mov Capacity-1 Maneuver - - 790 - Mov Capacity-2 Maneuver - - 790 - Stage 1 - -- - Stage 2 - - 829 - Approach EB SB HCM Control Delay, s 0 + HCM LOS - Minor Lane / Major Mvmt EBL EBT SBLn1 Capacity (veh/h) - - + HCM Lane V/C Ratio - - + HCM Control Delay (s) - - + HCM Lane LOS + HCM 95th %tile Q(veh) - - + Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 18: 25th St & Inbound 10/2/2020 P2062 Projected School PM with expansion.syn EJP Page 11 HCM research expects at least one 'Stop' controlled approach at the intersection. HCM 2010 TWSC 20: West Out & 24th St 10/2/2020 P2062 Projected School PM with expansion.syn EJP Page 12 Intersection Intersection Delay, s/veh 6.9 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 51 0 0 2 68 103 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 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 55 0 0 2 74 112 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 55 0 57 55 Stage 1 - - - - 55 - Stage 2 - - - - 2 - Follow-up Headway - - 2.218 - 3.518 3.318 Pot Capacity-1 Maneuver - - 1550 - 950 1012 Stage 1 - - - - 968 - Stage 2 - - - - 1021 - Time blocked-Platoon, % - - - Mov Capacity-1 Maneuver - - 1550 - 950 1012 Mov Capacity-2 Maneuver - - - - 950 - Stage 1 - - - - 968 - Stage 2 - - - - 1021 - Approach EB WB NB HCM Control Delay, s 0 0 9 HCM LOS A Minor Lane / Major Mvmt NBLn1 NBLn2 EBT EBR WBL WBT Capacity (veh/h) 950 1012 - - 1550 - HCM Lane V/C Ratio 0.078 0.111 - - - - HCM Control Delay (s) 9.1 9 - - 0 - HCM Lane LOS A A A HCM 95th %tile Q(veh) 0.253 0.372 - - 0 - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined HCM 2010 TWSC 24: East Out & 24th St 10/2/2020 P2062 Projected School PM with expansion.syn EJP Page 14 Intersection Intersection Delay, s/veh 2.9 Movement EBT EBR WBL WBT NBL NBR Vol, veh/h 155 0 0 0 0 71 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, % 2 2 2 2 2 2 Mvmt Flow 168 0 0 0 0 77 Major/Minor Major1 Minor1 Conflicting Flow All 0 0 168 83 Stage 1 - - 168 - Stage 2 - - 0 - Follow-up Headway - - 3.52 3.32 Pot Capacity-1 Maneuver - - 780 960 Stage 1 - - 817 - Stage 2 - - - - Time blocked-Platoon, % - - Mov Capacity-1 Maneuver - - 780 960 Mov Capacity-2 Maneuver - - 780 - Stage 1 - - 817 - Stage 2 - - - - Approach EB NB HCM Control Delay, s 0 9.1 HCM LOS A Minor Lane / Major Mvmt NBLn1 EBT EBR Capacity (veh/h) 960 - - HCM Lane V/C Ratio 0.08 - - HCM Control Delay (s) 9.1 - - HCM Lane LOS A HCM 95th %tile Q(veh) 0.262 - - Notes ~ : Volume Exceeds Capacity; $ : Delay Exceeds 300 Seconds; Error : Computation Not Defined