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Traffic-Study 081423
Traffic StudyTraffic StudyTraffic StudyTraffic Study Lyon College Institute of Health Sciences and Mixed-Use Development prepared for: Cromwell Firm World Avenue and E. 3rd Street Little Rock, Arkansas August 3, 2023 Project No.: P-P2180 TABLE OF CONTENTS Section Page Introduction 1 The Site 3 ARDOT Future Improvements 9 Existing Traffic Conditions 11 Trip Generation & Site Traffic Projections 15 Traffic Volume Assignments 18 Capacity and Level of Service 27 Summary of Findings 36 APPENDIX Site Plan Trip Generation Data Vehicle Turning Movement Count Data Capacity and Level of Service Calculations Page 1 Peters & Associates Engineers, Inc., has conducted a traffic en- gineering study relating to Lyon College Institute of Health Sci- ences mixed use development. The site is bound by E. 3rd Street and E. 2nd Street to the north, World Avenue to the west and south and John Street and Bond Street to the east in Little Rock, Arkansas. The site is proposed to be developed two parts, Phase 1 and an assumed future full-build out. This study in- cludes analysis and findings for Phase 1 projected traffic and for assumed future full-build out projected traffic conditions for the study intersections. Phase 1 of the site is proposed to consist of redevelopment in the immediate vicinity of the existing Heifer International Little Rock campus as indicated on the project site plan and if ap- proved, is expected to be completed within a few years. The full build-out of the development could be a variety of uses and the timeframe is not set for development beyond Phase 1. For com- pleteness, full-build-out of the surrounding area (future as- sumed uses) includes Phase 1 uses plus anticipated mix of uses that could include commercial, office, residential, sports field, auditorium, etc. developments. If the development beyond Phase 1 occurs in the future, it could be a few years for comple- tion. Therefore, a 10-year background traffic volume growth has been included in analysis of the full-build conditions. A copy of the site plan for Phase 1 is in included in the Appendix of this report. This is a report of methodology and findings relating to a traffic engineering study undertaken to: • Evaluate existing traffic conditions in the vicinity of the site. • Determine projected traffic volumes entering and exiting the proposed development at the nearby study intersections proposed to serve the site. • Identify the effects on traffic operations for existing traffic in combination with site-generated traffic associated with the development of Phase 1 as proposed and for future 10-year INTRODUCTION Page 2 projected traffic conditions with proposed and assumed land-uses full build-out of the site beyond Phase 1 with 10-year background traffic volume growth. • Evaluate traffic operations for the following conditions: ο Existing traffic conditions. ο Projected traffic conditions at initial completion of Phase 1 of the development. ο Projected assumed full build-out 10-year traffic conditions – to include development of Phase 1, plus proposed and assumed mixed-use full build- out of the site and 10-year background traffic volume growth. • Evaluate traffic operations for the study intersections and make recommendations for improvements which may be necessary and appropriate for acceptable traffic operations for each of the two projected traffic condi- tions. In the following sections of this traffic study report are traf- fic data, study methods, findings and recommendations. The study is technical in nature. Analysis techniques em- ployed are those most commonly used in the traffic engi- neering profession for traffic impact analysis. Certain data and calculations relative to traffic operational analysis are referenced in the report. Complete calculations and data are included in the Appendix of the report. Page 3 THE SITE The location of the Lyon College Institute of Health Sciences and mixed-use development is bound by E. 3rd Street and E. 2nd Street to the north, World Avenue to the west and south and John Street and Bond Street to the east in Little Rock, Arkansas. The proposed development site location and vicinity are shown on Figure 1, and the intersection locations are shown Figure 2, which follow. N Figure 1 – Vicinity Map SITE Page 4 Figure 2 – Site Location Map Hei f er N E. 2nd Street Shall Avenue John Street Bond St. E. 3rd Street E. 4th Street Worl d E. 6th Street E. 3rd St. Village Dr. Avenue Urban Farm Dr. Clinton Library Dr. Study Intersections The following aerial photos show the general layout of the study intersections. Page 5 E. 3rd Street and World Avenue / Clinton Library Staff Access Drive E. 3rd Street World Avenue N E. 3rd Street and Heifer Village Drive / Urban Farm Access Drive Heifer Village Dr. Urban Farm Access Dr. E. 3rd Street NClinton Library Dr. Page 6 World Avenue and Shall Avenue World Avenue Shall Avenue N Shall Avenue and E. 6th Street E. 6th Street Shall Avneue N Page 7 Bond and E. 2nd Street N Bond Street and E. 3rd Street E. 2nd Street Bond Street N Bond Street E. 3rd Street Page 8 Bond Street and E. 4th Street E. 4th Street Bond Street N John Street and E. 2nd Street E. 2nd Street John Street N Page 9 Arkansas Department of Transportation (ARDOT) has the I- 30 Crossing Improvements currently underway approxi- mately 0.4 mile west of the study area. Completion of Phase 1 of the I-30 Crossing Improvements project is expected in 2024 with future phases to continue well beyond a few years. A copy of the Phase 1 of the I-30 Crossing Improve- ments project is shown on the following page. Also, this Consultant was not able to find projected traffic volumes at completion of Phase 1 of the I-30 Crossing Improvements. Therefore, a 10-year background traffic volume growth has been included in analysis of the full-build conditions. ARDOT FUTURE IMPROVEMENTS Page 10 Page 11 Traffic count data collected as a part of this study include AM, School PM and PM peak hours vehicle turning move- ment counts at the following intersections: ο E. 3rd Street and World Avenue / Clinton Library staff access drive. ο E. 3rd Street and the Heifer Village & Urban Farm access drive just east of the roundabout. ο E. 2nd Street and John Street. ο E. 2nd Street and Bond Street. ο E. 3rd Street and Bond Street. ο E. 4th Street and Bond Street. ο World Avenue and Shall Avenue. ο E. 6th Street and Shall Avenue. The AM, School PM and PM peak hours vehicle turning movement counts made as a part of this study are shown on Figure 3A, "Existing Traffic Volumes - AM Peak Hour,” Figure 3B, "Existing Traffic Volumes - School PM Peak Hour,” and” Figure 3C, “Existing Traffic Volumes - PM Peak Hour.” The peak hours vehicle turning movement count data for these intersections are presented in more detail in the Ap- pendix of this report. EXISTING TRAFFIC CONDITIONS Page 12 Figure 3A Existing Traffic Volumes AM Peak Hour N Page 13 Figure 3B Existing Traffic Volumes School PM Peak Hour N Page 14 Figure 3C Existing Traffic Volumes PM Peak Hour N Page 15 The Trip Generation, an Informational Report, published by the Institute of Transportation Engineers (ITE) and The Trip Generation Manual 11th Edition, 2021, were utilized in cal- culating the magnitude of traffic volumes expected to be generated by the proposed Phase 1 land uses of this devel- opment. Additionally, this software was also used to calcu- late traffic volumes expected to be generated by the pro- posed and assumed land-uses on the future development for full-build beyond Phase 1. These are reliable sources for this information and are commonly used in the traffic engi- neering profession. Using the selected trip generation rates, calculations were made as a part of this study to provide a reliable estimate of traffic volumes that can be expected to be associated with the proposed Phase 1 development plus the proposed and assumed future full-build of the development. These calcula- tions entail applying the appropriate trip-generation rates to the land uses proposed or assumed for the development. Results of these calculations are summarized on the follow- ing tables: ο Table 1, “Summary of Trip-Generation - Phase 1.” ο Table 2, “Summary of Trip-Generation - Assumed Full- Build.” These calculations indicate that approximately 3,546 vehicle trips (combined in and out) per average weekday are pro- jected to be generated by the proposed Phase 1 develop- ment land uses on this site. Of this total, approximately 306 vehicle trips are estimated during the traffic conditions of the AM peak hour, approximately 257 vehicle trips are esti- mated during the traffic conditions of the School PM peak hour and approximately 385 vehicle trips are estimated dur- ing the traffic conditions of the PM peak hour. These calculations indicate that approximately 7,873 vehicle trips (combined in and out) per average weekday are pro- jected to be generated by assumed full-build of the site (excludes Phase 1). Of this total, approximately 414 vehicle TRIP GENERATION and SITE TRAFFIC PROJECTIONS Page 16 24-HOUR TWO-WAY AM PEAK HOUR PM PEAK HOUR PM PEAK HOUR PROPOSED/ASSUMED APPROXIMATE ITE WEEKDAY VOLUME VOLUME VOLUME LAND USES SIZE CODE VOLUME ENTER EXIT ENTER EXIT ENTER EXIT Residential Single-Family 48 Lots 210 453 8 26 18 11 28 17 Residential Multi-Family 300 Units 220 2,022 29 91 64 38 96 57 Hotel 100 Rooms 310 799 32 22 20 20 30 29 Stadium 2,500 Seats 462 50 0 0 5 5 35 5 Event Center (Arkansas Symphony) 5,000 Sq. Ft. 460 282 0 0 0 0 34 60 Future Assumed Retail 86,000 Sq. Ft. 820 3,183 32 22 93 94 140 152 Future Assumed Office 100,000 Sq. Ft. 710 1,084 134 18 62 60 24 120 7,873 235 179 262 228 387 440 0 0 -60 -60 -88 -88 235 179 202 168 299 352 *School PM peak hour is not calculated by ITE but is assumed to be approximately 67% of PM peak hour. 414 370 UNADJUSTED TOTAL DRIVEWAY VOLUMES TOTAL ENTERING + EXITING *SCHOOL INTERNAL TRIP CAPTURE FUTURE FULL BUILD-OUT (EXCLUDES PHASE 1) 651 ADJUSTED DRIVEWAY VOLUMES 24-HOUR TWO-WAY AM PEAK HOUR PM PEAK HOUR PM PEAK HOUR PROPOSED APPROXIMATE ITE WEEKDAY VOLUME VOLUME VOLUME LAND USE SIZE CODE VOLUME ENTER EXIT ENTER EXIT ENTER EXIT Lyon College Dental Institute 540 Students 550 842 53 17 16 35 24 52 Lyon College Veterinarian Institute 540 Students 550 842 53 17 16 35 24 52 Lyon College Institute Auditorium (Incl. Above) N/A 0 0 0 0 0 0 0 Lyon College Institute Offices 56,700 Sq. Ft. 710 615 76 10 10 45 14 68 Retail / Commercial 22,900 822 1,247 19 61 50 50 75 76 3,546 201 105 92 165 137 248 *School PM peak hour is not calculated by ITE but is assumed to be approximately 67% of PM peak hour. 257 *SCHOOL UNADJUSTED TOTAL DRIVEWAY VOLUMES TOTAL ENTERING + EXITING PHASE 1 385306 Table 1 – Summary of Trip-Generation - Phase 1 Table 2 – Summary of Trip-Generation - Assumed Full Build (Excludes Phase 1) Page 17 trips are estimated during the traffic conditions of the AM peak hour, approximately 370 vehicle trips are estimated during the traffic conditions of the School PM peak hour and approximately 651 vehicle trips are estimated during the traffic conditions of the PM peak hour. The data for these land uses for full build-out conditions have been adjusted for “internal trip capture” (i.e. multi- purpose trips within the site as opposed to new trips for each site land use) which was calculated using ITE Trip Gen- eration Manual 9th Edition, 2014 (the 10th Edition does not provide internal trip capture information) and a copy of the output is included in the Appendix of this report. Page 18 Once projected traffic was estimated for the site, directional distributions were made to reflect the percent of anticipated thru, left and right-turns at the study intersections. Direc- tional splits and proposed street assignments at the study intersections were made based on existing traffic patterns, transportation network, and expected regional use. Direc- tional distribution percentages used in this study are shown on Figure 4, “Directional Distribution - Site Traffic,” for both projected traffic conditions. TRAFFIC VOLUME ASSIGNMENTS Page 19 Hei f er N E. 2nd Street Shall Avenue John Street Bond St. E. 3rd Street E. 4th Street Worl d E. 6th Street E. 3rd Village Dr. Avenue Urban Farm Clinton Library Dr. Study Intersections Figure 4 Directional Distribution - Site Traffic 5% 45% 11% S I T E 3% 3% 8% 25% Page 20 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 re- sult from applying the directional distribution percentages to the corresponding projected site-generated traffic volumes summarized on Tables 1 and 2. The Phase 1 land uses site-generated traffic volumes and corresponding existing background traffic volumes shown on Figures 3A and 3B have been combined (plus two-years background traffic growth) and the results are depicted on Figure 5A, “Projected Traffic Volumes - Phase 1 - AM Peak Hour,” Figure 5B, “Projected Traffic Volumes - Phase 1 - School PM Peak Hour,” and Figure 5C, “Projected Traffic Vol- umes - Phase 1 - PM Peak Hour.” For the full-build conditions, the proposed and assumed full- build land uses site-generated traffic volumes and corre- sponding existing background traffic volumes with ten-years background traffic volume growth included have been com- bined and the results are depicted on Figure 6A, “Projected Future 10-Year Traffic Volumes at Full Build-Out - AM Peak Hour,” Figure 6B, “Projected Future 10-Year Traffic Volumes at Full Build-Out - School PM Peak Hour,” and Figure 6C, “Projected Future 10-Year Traffic Volumes at Full Build-Out - PM Peak Hour.” Traffic volumes shown on Figures 3A, 3B, 3C, 5A, 5B, 5C, 6A, 6B and 6C are the values used in capacity and level of service calculations conducted as a part of this study. The effect of existing background traffic (i.e. the adjacent street non-site traffic which exists) and projected traffic associated with the site development as well as background growth has thus been accounted for in this analysis. Page 21 Figure 5A Projected Traffic Volumes Phase 1 N Page 22 Figure 5B Projected Traffic Volumes Phase 1 School PM Peak Hour N Page 23 NFigure 5C Projected Traffic Volumes Phase 1 Page 24 NFigure 6A Projected 10-Year Traffic Volumes at Full Build-Out AM Peak Hour Page 25 NFigure 6B Projected 10-Year Traffic Volumes at Full Build-Out School PM Peak Hour Page 26 NFigure 6C Projected 10-Year Traffic Volumes at Full Build-Out PM Peak Hour Page 27 CAPACITY and LEVEL OF SERVICE 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 intersections 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 excessive delays to motorists. Intermediate grades of B, C, D, and E reflect incremental increases in the average delay per stopped vehicle. Delay is measured in seconds per vehi- cle. The table below shows the upper limit of delay associ- ated 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 Page 28 The LOS rating deemed acceptable varies by community, facility type and traffic control device. The study intersec- tions were evaluated using the Synchro analysis 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, school PM and PM peak traffic periods were used for these calculations. Factors included in the analysis are as follows: • Existing traffic volumes and patterns. • Directional distribution of projected traffic volumes. • Existing and proposed intersection geometry (including elements such as turn lanes, curb radii, etc.). • Existing background traffic volumes and projected site- generated volumes for two projected traffic conditions. • Background traffic volume growth. • Existing or proposed traffic control. Page 29 CAPACITY ANALYSIS Level of Service Analysis Results Existing Traffic Conditions Capacity and level of service analysis was performed for ex- isting traffic volumes, lane geometry and traffic control for the AM, school PM and PM peak hours for the following study intersections: ο E. 3rd Street and World Avenue / Clinton Library staff access drive. ο E. 3rd Street and the Heifer Village & Urban Farm access drive just east of the roundabout. ο E. 2nd Street and John Street. ο E. 2nd Street and Bond Street. ο E. 3rd Street and Bond Street. ο E. 4th Street and Bond Street. ο World Avenue and Shall Avenue. ο E. 6th Street and Shall Avenue. As indicated in Table 3, “Level of Service Summary – Exist- ing Traffic Conditions,” all vehicle movements currently op- erate at what calculates as LOS “B” or better during the ex- isting conditions of the AM, school PM and PM peak hours. Traffic volumes and existing lane geometry used for this analysis are shown on Figure 3A, "Existing Traffic Volumes - AM Peak Hour,” Figure 3B, "Existing Traffic Volumes - School PM Peak Hour,” and Figure 3C, "Existing Traffic Vol- umes - PM Peak Hour.” Page 30 Eastbound Left-TurnEastbound ThruEastbound Right-TurnWestbound Left-TurnWestbound ThruWestbound Right-TurnNorthbound Left-TurnNorthbound ThruNorthbound Right-TurnSouthbound Left-TurnSouthbound ThruSouthbound Right-TurnOverall IntersectionINTERSECTION PEAK HRAMA AA9.9School PMA AA8.0PMA AA7.8AMn/a2.3School PMn/a0.9PMn/a0.1AMA An/a2.8School PMA An/a0.0PMA An/a3.1AMA An/a7.3School PMA An/a3.3PMA An/a3.7AMA7.0School PMA7.0PMA7.0AMn/a1.1School PMn/a2.1PMn/a1.7AMA8.3School PMA8.1PMA7.5AM A AB Bn/a7.6School PM A AB Bn/a8.8PM A AB Bn/a5.8EXISTING TRAFFIC CONDITIONSTraffic ControlPEAK HOUR - LEVEL OF SERVICEE. 2nd Street and John StreetWorld Avenue and E. 3rd StreetAAAAAvg. Control Delay Seconds / VehicleONE-WAY "STOP" SIGN3-WAY "STOP" SIGNB2-WAY "STOP" SIGNE. 3rd Street and the Heifer Village Access Drive/ Clinton Library Staff Access DriveE. 2nd Street and Bond StreetONE-WAY "STOP" SIGNE. 3rd Street and Bond Street4-WAY "STOP" SIGNA AAWorld Avenue and Shall Avenue4-WAY "STOP" SIGNA A A AA A AONE-WAY "STOP" SIGNAAAE. 4th Street and Bond Street2-WAY "STOP" SIGNA A A AAAA AAA AAA AA AAA AA A A AA A A AA A A AA A A AA A A AAAAAA A AE. 6th Street and Shall AvenueAA A A ATable 3 - Level of Service Summary - Existing Traffic Conditions Page 31 Projected Traffic Conditions - Phase 1 Capacity and LOS analysis was performed for projected traf- fic conditions at initial completion of the proposed Phase 1 Lyon College Institute of Health Sciences development for the AM, school PM and PM peak hours for the following in- tersections: ο SE. 3rd Street and World Avenue / Clinton Library staff access drive. ο E. 3rd Street and the Heifer Village & Urban Farm access drive just east of the roundabout. ο E. 2nd Street and John Street. ο E. 2nd Street and Bond Street. ο E. 3rd Street and Bond Street. ο E. 4th Street and Bond Street. ο World Avenue and Shall Avenue. ο E. 6th Street and Shall Avenue. Traffic volumes and lane geometry used for projected traffic conditions are shown on Figure 5A, “Projected Traffic Vol- umes - Phase 1 - AM Peak Hour,” Figure 5B, “Projected Traf- fic Volumes - Phase 1 - School PM Peak Hour,” and Figure 5C, “Projected Traffic Volumes - Phase 1 - PM Peak Hour.” The operating conditions projected to exist at the study in- tersections are summarized in Table 4, “Level of Service Summary - Phase 1 Projected Traffic Conditions.” As indicated in Table 4, for Phase 1 projected traffic condi- tions, all vehicle movements at the study intersections are expected to operate at what calculates as an acceptable LOS “C” or better for Phase 1 projected traffic conditions for the AM, school PM and PM peak hours. For these Phase 1 projected traffic conditions, analysis was conducted with existing lane geometry and traffic control at the study intersections the intersection of World Avenue and Drive A proposed to consist of one inbound lane and one outbound lane at each approach. Page 32 Eastbound Left-TurnEastbound ThruEastbound Right-TurnWestbound Left-TurnWestbound ThruWestbound Right-TurnNorthbound Left-TurnNorthbound ThruNorthbound Right-TurnSouthbound Left-TurnSouthbound ThruSouthbound Right-TurnOverall IntersectionINTERSECTION PEAK HRAMC CB13.6School PMA AA9.2PMA AA9.4AMn/a2.5School PMn/a2.5PMn/a3.6AMA An/a4.5School PMA An/a4.7PMA An/a4.8AMA An/a6.3School PMA An/a2.9PMA An/a3.1AMA7.2School PMA7.0PMA7.1AMn/a3.1School PMn/a3.6PMn/a3.4AMA9.0School PMA8.7PMA7.9AM A AC Cn/a8.0School PM A AC Cn/a9.8PM A AB An/a6.3AMA An/a2.6School PMA An/a3.9PMA An/a4.0AAE. 2nd Street and Bond StreetONE-WAY "STOP" SIGNA AA AE. 3rd Street and Bond Street4-WAY "STOP" SIGNAAAvg. Control Delay Seconds / VehiclePEAK HOUR - LEVEL OF SERVICEBAPHASE 1 PROJECTED TRAFFIC CONDITIONSTraffic ControlACAAAAAAWorld Avenue and E. 3rd Street3-WAY "STOP" SIGNAAAE. 3rd Street and the Heifer Village Access Drive/ Clinton Library Staff Access Drive2-WAY "STOP" SIGNA AA A A AB AE. 2nd Street and John StreetONE-WAY "STOP" SIGNA AA AA AA AA A A AA A A AA A A AE. 4th Street and Bond Street2-WAY "STOP" SIGNA AA AA B A AWorld Avenue and Shall Avenue4-WAY "STOP" SIGNA AA A A AA A AE. 6th Street and Shall AvenueONE-WAY "STOP" SIGNAAAWorld Avenue and New Drive AONE-WAY "STOP" SIGNAAAAAATable 4 - Level of Service Summary - Phase 1 Projected Traffic Conditions Page 33 Projected Full Build 10-Year Traffic Conditions Capacity and LOS analysis was performed for projected 10-year traffic conditions to include full build-out of the site (with proposed and assumed future uses) plus 10- year background traffic volume growth for the AM, school PM and PM peak hours for the following study intersections: ο E. 3rd Street and World Avenue / Clinton Library staff access drive. ο E. 3rd Street and the Heifer Village & Urban Farm access drive just east of the roundabout. ο E. 2nd Street and John Street. ο E. 2nd Street and Bond Street. ο E. 3rd Street and Bond Street. ο E. 4th Street and Bond Street. ο World Avenue and Shall Avenue. ο E. 6th Street and Shall Avenue. Traffic volumes and lane schematic geometry used for these projected traffic conditions are shown on Figure 6A, “Projected Future 10-Year Traffic Volumes at Full Build-Out - AM Peak Hour,” Figure 6B, “Projected Future 10-Year Traffic Volumes at Full Build-Out - School PM Peak Hour,” and Figure 6C, “Projected Future 10-Year Traffic Volumes at Full Build-Out - PM Peak Hour.” The operating conditions projected to exist at the study in- tersections are summarized in Table 5, “Level of Service Summary - Full Build-Out Projected 10-Year Traffic Con- ditions.” For these projected 10-year traffic conditions which in- clude full build-out of the site (with proposed and as- sumed future uses), analysis was conducted with the same assumptions included in the analysis of Phase 1 at the study intersections. Page 34 As indicated in Table 5, for projected 10-year traffic condi- tions, all vehicle movements at the study intersections are expected to operate at what calculates as an acceptable LOS “C” or better for projected 10-year traffic conditions for the AM, school PM and PM peak hours except for the following: ο The eastbound vehicle movements on E. 3rd Street at World Avenue during the AM peak hour (LOS “D”). How- ever, the overall intersection operation is expected to operate at what calculates as a LOS “C” during the AM peak hour and the eastbound delay is only expected to occur during the AM peak hour only. Page 35 Table 5 - Level of Service Summary - Full Build-Out Projected 10-Year 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 HRAMC CC22.9School PMB BB10.8PMB BB13.7AMn/a3.1School PMn/a3.0PMn/a4.7AMA An/a4.5School PMA An/a4.6PMA An/a4.9AMA An/a5.3School PMA An/a2.7PMA An/a2.7AMA7.3School PMA7.1PMA7.2AMn/a4.4School PMn/a4.6PMn/a4.9AMB10.2School PMA9.7PMA9.3AM A AC Cn/a9.6School PM A AC Cn/a11.7PM A AC Cn/a7.4AMA An/a3.0School PMA An/a3.6PMB Bn/a4.1A AE. 2nd Street and Bond StreetONE-WAY "STOP" SIGNA AA AA AAE. 2nd Street and John StreetONE-WAY "STOP" SIGNA AA AAA A B AE. 3rd Street and the Heifer Village Access Drive/ Clinton Library Staff Access Drive2-WAY "STOP" SIGNA A BA A BAvg. Control Delay Seconds / VehiclePEAK HOUR - LEVEL OF SERVICEBPROJECTED FUTURE ASSUMED BUILD-OUT 10-YEAR TRAFFIC CONDITIONSATraffic ControlABWorld Avenue and E. 3rd Street3-WAY "STOP" SIGND BBE. 3rd Street and Bond Street4-WAY "STOP" SIGNA A A AA AAA B A AAA A A ABE. 4th Street and Bond Street2-WAY "STOP" SIGNA B AAA B A AWorld Avenue and Shall Avenue4-WAY "STOP" SIGNB AAAA A A BA A AAAE. 6th Street and Shall AvenueONE-WAY "STOP" SIGNAAAWorld Avenue and New Drive AONE-WAY "STOP" SIGNA AA Page 36 SUMMARY OF FINDINGS Findings of this study are summarized as follows: • Capacity and level of service analysis was performed for existing traffic volumes, lane geometry and traffic control for the AM, school PM and PM peak hours for the study intersections. All vehi- cle movements currently operate at what calculates as LOS “B” or better during the existing conditions of the AM, school PM and PM peak hours. • For the development as proposed, approximately 3,546 vehicle trips (combined in and out) per average weekday are projected to be generated by the proposed Phase 1 development land uses on this site. Of this total, approximately 306 vehicle trips are esti- mated during the traffic conditions of the AM peak hour, approxi- mately 257 vehicle trips are estimated during the traffic conditions of the School PM peak hour and approximately 385 vehicle trips are estimated during the traffic conditions of the PM peak hour. • Capacity and LOS analysis was performed for projected traffic conditions at initial completion of the proposed Phase 1 Lyon Col- lege Institute of Health Sciences development for the AM, school PM and PM peak hours for the intersections. All vehicle move- ments at the study intersections are expected to operate at what calculates as an acceptable LOS “C” or better for Phase 1 pro- jected traffic conditions for the AM, school PM and PM peak hours. • For the assumed future full-build development as proposed or as- sumed, approximately 7,873 vehicle trips (combined in and out) per average weekday are projected to be generated by assumed full-build of the site (excludes Phase 1). Of this total, approxi- mately 414 vehicle trips are estimated during the traffic conditions of the AM peak hour, approximately 370 vehicle trips are esti- mated during the traffic conditions of the School PM peak hour and approximately 651 vehicle trips are estimated during the traf- fic conditions of the PM peak hour. • Capacity and LOS analysis was performed for projected 10-year traffic conditions to include full build-out of the site (with pro- posed and assumed future uses) plus 10-year background traffic volume growth for the AM, school PM and PM peak hours for the Page 37 study intersections. All vehicle movements at the study intersections are expected to operate at what calculates as an acceptable LOS “C” or better for projected 10-year traffic conditions for the AM, school PM and PM peak hours except for the following: ο The eastbound vehicle movements on E. 3rd Street at World Avenue during the AM peak hour (LOS “D”). However, the overall intersection op- eration is expected to operate at what calculates as a LOS “C” during the AM peak hour and the eastbound delay is only expected to occur during the AM peak hour only. • The raised intersection crosswalks at the internal new streets are expected to serve the pedestrian activity well within the Lyon College Institute of Health Sciences campus area as shown on the attached. There is ex- pected to be much reserve capacity at these intersec- tions to accommodate the possibly high pedestrian activ- ity at them. The conclusion of traffic operational findings associated with this study is that additional traffic expected to be generated by full build-out of the Lyon College Institute of Health Sci- ences campus as well as the proposed or assumed future mixed-uses of development and ten years background growth can be accommodated by the existing adjacent road- ways and study intersections lane geometry and traffic con- trol with the new internal streets planned to serve the site as shown on the attached site plan. APPENDIX Site Plan Trip-Generation Data P218024-HOURTWO-WAY AM PEAK HOUR PM PEAK HOUR PM PEAK HOUR PROPOSED APPROXIMATE ITE WEEKDAY VOLUME VOLUME VOLUMELAND USESIZE CODE VOLUME ENTER EXIT ENTER EXIT ENTER EXITLyon College Dental Institute 540 Students 550 842 53 1716 35 24 52Lyon College Veterinarian Institute 540 Students 550 842 53 17 16 35 24 52Lyon College Institute Auditorium (Incl. Above) N/A 0 00 0 0 0 0Lyon College Institute Offices 56,700 Sq. Ft. 710 615 76 10 10 45 14 68Retail / Commercial 22,900 822 1,247 19 61 50 50 75 763,546 201 105 92 165 137 248*School PM peak hour is not calculated by ITE but is assumed to be approximately 67% of PM peak hour.24-HOURTWO-WAY AM PEAK HOUR PM PEAK HOUR PM PEAK HOUR PROPOSED/ASSUMED APPROXIMATE ITE WEEKDAY VOLUME VOLUME VOLUMELAND USESSIZE CODE VOLUME ENTER EXIT ENTER EXIT ENTER EXITResidential Single-Family 48 Lots 210 453 8 26 18 11 28 17Residential Multi-Family 300 Units 220 2,022 29 91 64 38 9657Hotel100 Rooms 310 799 32 22 20 20 30 29Stadium 2,500 Seats 462 50 0 0 5 5 35 5Event Center (Arkansas Symphony) 5,000 Sq. Ft. 460 2820 0 0 0 34 60Future Assumed Retail 86,000 Sq. Ft. 820 3,183 32 22 93 94140 152Future Assumed Office 100,000 Sq. Ft. 710 1,084 134 18 6260 24 1207,873 235 179 262 228 387 4400 0 -60 -60 -88 -88235 179 202 168 299 352*School PM peak hour is not calculated by ITE but is assumed to be approximately 67% of PM peak hour.385651Lyon College Institute of Health Sciences7/27/2023Little Rock, AR306ADJUSTED DRIVEWAY VOLUMES*SCHOOLUNADJUSTED TOTAL DRIVEWAY VOLUMESTOTAL ENTERING + EXITINGPHASE 1FUTURE FULL BUILD-OUT (EXCLUDES PHASE 1)414 370UNADJUSTED TOTAL DRIVEWAY VOLUMESTOTAL ENTERING + EXITING257*SCHOOLINTERNAL TRIP CAPTURE ITE TRIP-GENERATION 10TH EDITION Lyon College Institute of Health Sciences Phase 1 Dental School with Approx. 540 Students (ITE 550) 7/26/2023 P2180 Weekday Daily Volume Weekday School PM Peak Hour of Adjacent Street Weekday AM Peak Hour of Adjacent Street Weekday PM Peak Hour of Adjacent Street N /A ITE TRIP-GENERATION 10TH EDITION Lyon College Institute of Health Sciences Phase 1 Vet School with Approx. 540 Students (ITE 550) 7/26/2023 P2180 Weekday Daily Volume Weekday School PM Peak Hour of Adjacent Street Weekday AM Peak Hour of Adjacent Street Weekday PM Peak Hour of Adjacent Street N /A ITE TRIP-GENERATION 10TH EDITION Lyon College Institute of Health Sciences Phase 1 Auditorium & Classrooms (Included in Number of Students) (ITE N/A) 7/26/2023 P2180 Weekday Daily Volume Weekday School PM Peak Hour of Adjacent Street Weekday AM Peak Hour of Adjacent Street Weekday PM Peak Hour of Adjacent Street N /A N /A N /A N /A ITE TRIP-GENERATION 10TH EDITION Lyon College Institute of Health Sciences Phase 1 School Offices (ITE 710) 7/26/2023 P2180 Weekday Daily Volume Weekday School PM Peak Hour of Adjacent Street Weekday AM Peak Hour of Adjacent Street Weekday PM Peak Hour of Adjacent Street N /A ITE TRIP-GENERATION 10TH EDITION Lyon College Institute of Health Sciences Phase 1 Retail / Commercial (ITE 822) 7/26/2023 P2180 Weekday Daily Volume Weekday School PM Peak Hour of Adjacent Street Weekday AM Peak Hour of Adjacent Street Weekday PM Peak Hour of Adjacent Street N /A ITE TRIP-GENERATION 10TH EDITION Lyon College Institute of Health Sciences ASSUMED FUTURE Residential Single-Family (ITE 210) 7/26/2023 P2180 Weekday Daily Volume Weekday School PM Peak Hour of Adjacent Street Weekday AM Peak Hour of Adjacent Street Weekday PM Peak Hour of Adjacent Street N /A ITE TRIP-GENERATION 10TH EDITION Lyon College Institute of Health Sciences ASSUMED FUTURE Residential Multi-Family (ITE 220) 7/26/2023 P2180 Weekday Daily Volume Weekday School PM Peak Hour of Adjacent Street Weekday AM Peak Hour of Adjacent Street Weekday PM Peak Hour of Adjacent Street N /A ITE TRIP-GENERATION 10TH EDITION Lyon College Institute of Health Sciences ASSUMED FUTURE Hotel (ITE 310) 7/26/2023 P2180 Weekday Daily Volume Weekday School PM Peak Hour of Adjacent Street Weekday AM Peak Hour of Adjacent Street Weekday PM Peak Hour of Adjacent Street N /A ITE TRIP-GENERATION 10TH EDITION Lyon College Institute of Health Sciences ASSUMED FUTURE Stadium (ITE 462) 7/26/2023 P2180 Weekday Daily Volume Weekday School PM Peak Hour of Adjacent Street Weekday AM Peak Hour of Adjacent Street Weekday PM Peak Hour of Adjacent Street N /A N /A N /A ITE TRIP-GENERATION 10TH EDITION Lyon College Institute of Health Sciences ASSUMED FUTURE Future Retail / Commercial (ITE 820) 7/26/2023 P2180 Weekday Daily Volume Weekday School PM Peak Hour of Adjacent Street Weekday AM Peak Hour of Adjacent Street Weekday PM Peak Hour of Adjacent Street N /A ITE TRIP-GENERATION 10TH EDITION Lyon College Institute of Health Sciences ASSUMED FUTURE Future Office (ITE 710) 7/26/2023 P2180 Weekday Daily Volume Weekday School PM Peak Hour of Adjacent Street Weekday AM Peak Hour of Adjacent Street Weekday PM Peak Hour of Adjacent Street N /A Trip Generation Summary - P2180 - Future Project: Alternative: Open Date: Analysis Date: P2180 P2180 - Future 7/27/2023 7/27/2023 ITE Land Use Enter Exit Enter Exit Average Daily Trips Enter Exit TotalTotalTotal AM Peak Hour of Adjacent Street Traffic PM Peak Hour of Adjacent Street Traffic 210 SFHOUSE 1 48 Dwelling Units 48183036279457228229 220 APT 1 300 Dwelling Units 18665121153122311995997998 310 HOTEL 1 100 Rooms 602931532231817408409 460 ARENA 1 55 Employees 550275275 460 ARENA 2 50 Employees 500250250 820 CENTERSHOPPING 1 86 Gross Leasable Area 1000 SF 319166153833251367218361836 710 OFFICEGENERAL 1 100 Gross Floor Area 1000 SF 14912425156191371103551552 Unadjusted Volume 4549 4545 9094 259 222 481 360 402 762 Internal Capture Trips 0 0 0 21 21 42 88 88 176 0 0 0 0 0 0 42 39 81 4549 4545 9094 238 201 439 230 275 505 Pass-By Trips Volume Added to Adjacent Streets Total AM Peak Hour Internal Capture = 9 Percent Total PM Peak Hour Internal Capture = 23 Percent 1TRIP GENERATION 2014, TRAFFICWARE, LLC Source: Institute of Transportation Engineers, Trip Generation Manual 9th Edition, 2012 Vehicle Turning Movement Count Data Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM He 3 Site Code : 00000000 Start Date : 09/06/2022 Page No : 1 AM Hour Turning Movement Count Data E. 3rd Street & Heifer Village Access Dr Little Rock, Arkansas P-2180 Groups Printed- AM Count Data Urban Farm Access Drive From North E. 3rd Street From East Heifer Village Drive From South E. 3rd Street From West Start Time Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 07:00 AM 2 0 0 0 2 0 0 0 0 0 0 0 2 0 2 40 0 1 0 41 45 07:15 AM 0 0 0 0 0 0 1 0 0 1 0 0 5 0 5 63 1 6 0 70 76 07:30 AM 1 0 0 0 1 0 1 1 0 2 0 0 18 0 18 35 0 3 0 38 59 07:45 AM 0 0 0 0 0 0 0 1 0 1 0 0 9 0 9 2 0 1 0 3 13 Total 3 0 0 0 3 0 2 2 0 4 0 0 34 0 34 140 1 11 0 152 193 08:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 1 0 1 0 2 4 08:15 AM 1 0 0 0 1 0 0 1 0 1 0 0 2 0 2 1 0 0 0 1 5 08:30 AM 1 0 0 0 1 0 0 0 0 0 0 0 1 0 1 2 0 0 0 2 4 08:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 1 0 0 0 1 2 Total 2 0 0 0 2 0 0 1 0 1 0 0 6 0 6 5 0 1 0 6 15 Grand Total 5 0 0 0 5 0 2 3 0 5 0 0 40 0 40 145 1 12 0 158 208 Apprch %100. 0 0.0 0.0 0.0 0.0 40.0 60.0 0.0 0.0 0.0 100. 0 0.0 91.8 0.6 7.6 0.0 Total % 2.4 0.0 0.0 0.0 2.4 0.0 1.0 1.4 0.0 2.4 0.0 0.0 19.2 0.0 19.2 69.7 0.5 5.8 0.0 76.0 Urban Farm Access Drive E. 3rd Street E. 3rd Street Heifer Village Drive Right 5 Thru 0 Left 0 Peds 0 InOut Total 12 5 17 Right0 Thru2 Left3 Peds0 OutTotalIn1 5 6 Left 40 Thru 0 Right 0 Peds 0 Out TotalIn 148 40 188 Left12 Thru1 Right145 Peds0 TotalOutIn47 158 205 9/6/2022 7:00:00 AM 9/6/2022 8:45:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM He 3 Site Code : 00000000 Start Date : 09/06/2022 Page No : 2 AM Hour Turning Movement Count Data E. 3rd Street & Heifer Village Access Dr Little Rock, Arkansas P-2180 Urban Farm Access Drive From North E. 3rd Street From East Heifer Village Drive From South E. 3rd Street From West Start Time Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Int. Total Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersection 07:00 AM Volume 3 0 0 0 3 0 2 2 0 4 0 0 34 0 34 140 1 11 0 152 193 Percent 100. 0 0.0 0.0 0.0 0.0 50.0 50.0 0.0 0.0 0.0 100. 0 0.0 92.1 0.7 7.2 0.0 07:15 Volume 0 0 0 0 0 0 1 0 0 1 0 0 5 0 5 63 1 6 0 70 76 Peak Factor 0.635 High Int. 07:00 AM 07:30 AM 07:30 AM 07:15 AM Volume 2 0 0 0 2 0 1 1 0 2 0 0 18 0 18 63 1 6 0 70 Peak Factor 0.375 0.500 0.472 0.543 Urban Farm Access Drive E. 3rd Street E. 3rd Street Heifer Village Drive Right 3 Thru 0 Left 0 Peds 0 InOut Total 11 3 14 Right0 Thru2 Left2 Peds0 OutTotalIn1 4 5 Left 34 Thru 0 Right 0 Peds 0 Out TotalIn 142 34 176 Left11 Thru1 Right140 Peds0 TotalOutIn39 152 191 9/6/2022 7:00:00 AM 9/6/2022 7:45:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : Sc He 3 Site Code : 00000000 Start Date : 09/06/2022 Page No : 1 School PM Hr Turning Movement Count Data E. 3rd Street & Heifer Village Access Dr Little Rock, Arkansas P-2180 Groups Printed- School PM Count Data Urban Farm Access Drive From North E. 3rd Street From East Heifer Village Drive From South E. 3rd Street From West Start Time Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 02:30 PM 2 0 0 0 2 0 0 0 0 0 0 0 0 0 0 13 0 2 0 15 17 02:45 PM 1 0 0 0 1 0 0 0 0 0 0 0 1 0 1 0 0 1 0 1 3 Total 3 0 0 0 3 0 0 0 0 0 0 0 1 0 1 13 0 3 0 16 20 03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 26 0 0 0 26 28 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 19 0 0 0 19 21 03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 4 0 4 26 0 0 0 26 30 03:45 PM 2 0 0 0 2 0 0 0 0 0 0 0 2 0 2 28 0 0 0 28 32 Total 2 0 0 0 2 0 0 0 0 0 0 0 10 0 10 99 0 0 0 99 111 Grand Total 5 0 0 0 5 0 0 0 0 0 0 0 11 0 11 112 0 3 0 115 131 Apprch %100. 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100. 0 0.0 97.4 0.0 2.6 0.0 Total % 3.8 0.0 0.0 0.0 3.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8.4 0.0 8.4 85.5 0.0 2.3 0.0 87.8 Urban Farm Access Drive E. 3rd Street E. 3rd Street Heifer Village Drive Right 5 Thru 0 Left 0 Peds 0 InOut Total 3 5 8 Right0 Thru0 Left0 Peds0 OutTotalIn0 0 0 Left 11 Thru 0 Right 0 Peds 0 Out TotalIn 112 11 123 Left3 Thru0 Right112 Peds0 TotalOutIn16 115 131 9/6/2022 2:30:00 PM 9/6/2022 3:45:00 PM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : Sc He 3 Site Code : 00000000 Start Date : 09/06/2022 Page No : 2 School PM Hr Turning Movement Count Data E. 3rd Street & Heifer Village Access Dr Little Rock, Arkansas P-2180 Urban Farm Access Drive From North E. 3rd Street From East Heifer Village Drive From South E. 3rd Street From West Start Time Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Int. Total Peak Hour From 02:30 PM to 03:45 PM - Peak 1 of 1 Intersection 03:00 PM Volume 2 0 0 0 2 0 0 0 0 0 0 0 10 0 10 99 0 0 0 99 111 Percent 100. 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 100. 0 0.0 100. 0 0.0 0.0 0.0 03:45 Volume 2 0 0 0 2 0 0 0 0 0 0 0 2 0 2 28 0 0 0 28 32 Peak Factor 0.867 High Int. 03:45 PM 2:15:00 PM 03:30 PM 03:45 PM Volume 2 0 0 0 2 0 0 0 0 0 0 0 4 0 4 28 0 0 0 28 Peak Factor 0.250 0.625 0.884 Urban Farm Access Drive E. 3rd Street E. 3rd Street Heifer Village Drive Right 2 Thru 0 Left 0 Peds 0 InOut Total 0 2 2 Right0 Thru0 Left0 Peds0 OutTotalIn0 0 0 Left 10 Thru 0 Right 0 Peds 0 Out TotalIn 99 10 109 Left0 Thru0 Right99 Peds0 TotalOutIn12 99 111 9/6/2022 3:00:00 PM 9/6/2022 3:45:00 PM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM He 3 Site Code : 00000000 Start Date : 09/06/2022 Page No : 1 PM Hour Turning Movement Count Data E. 3rd Street & Heifer Village Access Dr Little Rock, Arkansas P-2180 Groups Printed- PM Count Data Urban Farm Access Drive From North E. 3rd Street From East Heifer Village Drive From South E. 3rd Street From West Start Time Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 5 0 5 46 0 0 0 46 51 04:15 PM 1 0 0 0 1 0 1 0 0 1 1 0 19 0 20 43 1 0 0 44 66 04:30 PM 3 0 0 0 3 0 0 0 0 0 0 0 11 0 11 29 0 0 0 29 43 04:45 PM 0 0 0 0 0 0 1 0 0 1 0 0 8 0 8 13 0 0 0 13 22 Total 4 0 0 0 4 0 2 0 0 2 1 0 43 0 44 131 1 0 0 132 182 05:00 PM 4 0 0 0 4 0 2 0 0 2 0 0 4 0 4 2 0 1 0 3 13 05:15 PM 3 0 0 0 3 0 1 0 0 1 0 0 3 0 3 2 0 0 0 2 9 05:30 PM 3 0 0 0 3 0 0 0 0 0 1 0 1 0 2 1 0 1 0 2 7 05:45 PM 2 0 0 0 2 0 1 0 0 1 0 0 2 0 2 1 0 0 0 1 6 Total 12 0 0 0 12 0 4 0 0 4 1 0 10 0 11 6 0 2 0 8 35 Grand Total 16 0 0 0 16 0 6 0 0 6 2 0 53 0 55 137 1 2 0 140 217 Apprch %100. 0 0.0 0.0 0.0 0.0 100. 0 0.0 0.0 3.6 0.0 96.4 0.0 97.9 0.7 1.4 0.0 Total % 7.4 0.0 0.0 0.0 7.4 0.0 2.8 0.0 0.0 2.8 0.9 0.0 24.4 0.0 25.3 63.1 0.5 0.9 0.0 64.5 Urban Farm Access Drive E. 3rd Street E. 3rd Street Heifer Village Drive Right 16 Thru 0 Left 0 Peds 0 InOut Total 2 16 18 Right0 Thru6 Left0 Peds0 OutTotalIn3 6 9 Left 53 Thru 0 Right 2 Peds 0 Out TotalIn 137 55 192 Left2 Thru1 Right137 Peds0 TotalOutIn75 140 215 9/6/2022 4:00:00 PM 9/6/2022 5:45:00 PM PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM He 3 Site Code : 00000000 Start Date : 09/06/2022 Page No : 2 PM Hour Turning Movement Count Data E. 3rd Street & Heifer Village Access Dr Little Rock, Arkansas P-2180 Urban Farm Access Drive From North E. 3rd Street From East Heifer Village Drive From South E. 3rd Street From West Start Time Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Int. Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 04:00 PM Volume 4 0 0 0 4 0 2 0 0 2 1 0 43 0 44 131 1 0 0 132 182 Percent 100. 0 0.0 0.0 0.0 0.0 100. 0 0.0 0.0 2.3 0.0 97.7 0.0 99.2 0.8 0.0 0.0 04:15 Volume 1 0 0 0 1 0 1 0 0 1 1 0 19 0 20 43 1 0 0 44 66 Peak Factor 0.689 High Int. 04:30 PM 04:15 PM 04:15 PM 04:00 PM Volume 3 0 0 0 3 0 1 0 0 1 1 0 19 0 20 46 0 0 0 46 Peak Factor 0.333 0.500 0.550 0.717 Urban Farm Access Drive E. 3rd Street E. 3rd Street Heifer Village Drive Right 4 Thru 0 Left 0 Peds 0 InOut Total 0 4 4 Right0 Thru2 Left0 Peds0 OutTotalIn2 2 4 Left 43 Thru 0 Right 1 Peds 0 Out TotalIn 131 44 175 Left0 Thru1 Right131 Peds0 TotalOutIn49 132 181 9/6/2022 4:00:00 PM 9/6/2022 4:45:00 PM PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM Wo 3 Site Code : 00000000 Start Date : 09/06/2022 Page No : 1 AM Hour Turning Movement Count Data E. 3rd Street & World Avenue Little Rock, Arkansas P-2180 Groups Printed- AM Count Data E. 3rd Street From East World Avenue From South E. 3rd Street From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 07:00 AM 3 0 0 3 2 8 3 13 36 34 0 70 86 07:15 AM 8 0 29 37 0 52 0 52 48 68 1 117 206 07:30 AM 11 2 15 28 1 85 0 86 67 45 0 112 226 07:45 AM 15 0 0 15 2 31 0 33 22 4 0 26 74 Total 37 2 44 83 5 176 3 184 173 151 1 325 592 08:00 AM 1 1 1 3 1 7 1 9 8 4 0 12 24 08:15 AM 0 2 0 2 0 7 0 7 5 4 0 9 18 08:30 AM 1 0 0 1 1 9 0 10 2 1 2 5 16 08:45 AM 0 0 0 0 0 4 0 4 4 4 0 8 12 Total 2 3 1 6 2 27 1 30 19 13 2 34 70 Grand Total 39 5 45 89 7 203 4 214 192 164 3 359 662 Apprch % 43.8 5.6 50.6 3.3 94.9 1.9 53.5 45.7 0.8 Total % 5.9 0.8 6.8 13.4 1.1 30.7 0.6 32.3 29.0 24.8 0.5 54.2 E. 3rd Street E. 3rd Street World Avenue Thru39 Left5 Peds45 OutTotalIn171 89 260 Left 203 Right 7 Peds 4 Out TotalIn 197 214 411 Thru164 Right192 Peds3 TotalOutIn242 359 601 9/6/2022 7:00:00 AM 9/6/2022 8:45:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM Wo 3 Site Code : 00000000 Start Date : 09/06/2022 Page No : 2 AM Hour Turning Movement Count Data E. 3rd Street & World Avenue Little Rock, Arkansas P-2180 E. 3rd Street From East World Avenue From South E. 3rd Street From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersection 07:00 AM Volume 37 2 44 83 5 176 3 184 173 151 1 325 592 Percent 44.6 2.4 53.0 2.7 95.7 1.6 53.2 46.5 0.3 07:30 Volume 11 2 15 28 1 85 0 86 67 45 0 112 226 Peak Factor 0.655 High Int. 07:15 AM 07:30 AM 07:15 AM Volume 8 0 29 37 1 85 0 86 48 68 1 117 Peak Factor 0.561 0.535 0.694 E. 3rd Street E. 3rd Street World Avenue Thru37 Left2 Peds44 OutTotalIn156 83 239 Left 176 Right 5 Peds 3 Out TotalIn 175 184 359 Thru151 Right173 Peds1 TotalOutIn213 325 538 9/6/2022 7:00:00 AM 9/6/2022 7:45:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : SC Wo 3 Site Code : 00000000 Start Date : 09/06/2022 Page No : 1 School PM Hr Turning Movement Count Data E.3rd Street & World Avenue Little Rock, Arkansas P-2180 Groups Printed- School PM Count Data E. 3rd Street From East World Avenue From South E. 3rd Street From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 02:30 PM 2 1 0 3 1 2 0 3 14 18 0 32 38 02:45 PM 6 1 1 8 3 5 0 8 9 7 0 16 32 Total 8 2 1 11 4 7 0 11 23 25 0 48 70 03:00 PM 4 0 10 14 4 26 5 35 25 26 0 51 100 03:15 PM 5 1 12 18 1 47 0 48 24 22 9 55 121 03:30 PM 6 0 11 17 5 27 1 33 8 20 6 34 84 03:45 PM 3 3 6 12 7 10 0 17 7 20 1 28 57 Total 18 4 39 61 17 110 6 133 64 88 16 168 362 Grand Total 26 6 40 72 21 117 6 144 87 113 16 216 432 Apprch % 36.1 8.3 55.6 14.6 81.3 4.2 40.3 52.3 7.4 Total % 6.0 1.4 9.3 16.7 4.9 27.1 1.4 33.3 20.1 26.2 3.7 50.0 E. 3rd Street E. 3rd Street World Avenue Thru26 Left6 Peds40 OutTotalIn134 72 206 Left 117 Right 21 Peds 6 Out TotalIn 93 144 237 Thru113 Right87 Peds16 TotalOutIn143 216 359 9/6/2022 2:30:00 PM 9/6/2022 3:45:00 PM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : SC Wo 3 Site Code : 00000000 Start Date : 09/06/2022 Page No : 2 School PM Hr Turning Movement Count Data E.3rd Street & World Avenue Little Rock, Arkansas P-2180 E. 3rd Street From East World Avenue From South E. 3rd Street From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour From 02:30 PM to 03:45 PM - Peak 1 of 1 Intersection 03:00 PM Volume 18 4 39 61 17 110 6 133 64 88 16 168 362 Percent 29.5 6.6 63.9 12.8 82.7 4.5 38.1 52.4 9.5 03:15 Volume 5 1 12 18 1 47 0 48 24 22 9 55 121 Peak Factor 0.748 High Int. 03:15 PM 03:15 PM 03:15 PM Volume 5 1 12 18 1 47 0 48 24 22 9 55 Peak Factor 0.847 0.693 0.764 E. 3rd Street E. 3rd Street World Avenue Thru18 Left4 Peds39 OutTotalIn105 61 166 Left 110 Right 17 Peds 6 Out TotalIn 68 133 201 Thru88 Right64 Peds16 TotalOutIn128 168 296 9/6/2022 3:00:00 PM 9/6/2022 3:45:00 PM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM Wo 3 Site Code : 00000000 Start Date : 09/06/2022 Page No : 1 PM Hour Turning Movement Count Data E. 3rd Street & World Avenue Little Rock, Arkansas P-2180 Groups Printed- PM Count Data E. 3rd Street From East World Avenue From South E. 3rd Street From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 9 0 2 11 22 18 0 40 7 38 0 45 96 04:15 PM 16 0 2 18 23 22 0 45 7 28 1 36 99 04:30 PM 5 1 0 6 18 13 0 31 9 14 0 23 60 04:45 PM 6 2 0 8 8 12 2 22 5 2 2 9 39 Total 36 3 4 43 71 65 2 138 28 82 3 113 294 05:00 PM 4 2 0 6 0 21 0 21 4 2 1 7 34 05:15 PM 2 0 0 2 1 7 1 9 3 2 0 5 16 05:30 PM 1 2 0 3 0 5 0 5 2 0 0 2 10 05:45 PM 1 1 0 2 0 3 0 3 1 0 0 1 6 Total 8 5 0 13 1 36 1 38 10 4 1 15 66 Grand Total 44 8 4 56 72 101 3 176 38 86 4 128 360 Apprch % 78.6 14.3 7.1 40.9 57.4 1.7 29.7 67.2 3.1 Total % 12.2 2.2 1.1 15.6 20.0 28.1 0.8 48.9 10.6 23.9 1.1 35.6 E. 3rd Street E. 3rd Street World Avenue Thru44 Left8 Peds4 OutTotalIn158 56 214 Left 101 Right 72 Peds 3 Out TotalIn 46 176 222 Thru86 Right38 Peds4 TotalOutIn145 128 273 9/6/2022 4:00:00 PM 9/6/2022 5:45:00 PM PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM Wo 3 Site Code : 00000000 Start Date : 09/06/2022 Page No : 2 PM Hour Turning Movement Count Data E. 3rd Street & World Avenue Little Rock, Arkansas P-2180 E. 3rd Street From East World Avenue From South E. 3rd Street From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 04:00 PM Volume 36 3 4 43 71 65 2 138 28 82 3 113 294 Percent 83.7 7.0 9.3 51.4 47.1 1.4 24.8 72.6 2.7 04:15 Volume 16 0 2 18 23 22 0 45 7 28 1 36 99 Peak Factor 0.742 High Int. 04:15 PM 04:15 PM 04:00 PM Volume 16 0 2 18 23 22 0 45 7 38 0 45 Peak Factor 0.597 0.767 0.628 E. 3rd Street E. 3rd Street World Avenue Thru36 Left3 Peds4 OutTotalIn153 43 196 Left 65 Right 71 Peds 2 Out TotalIn 31 138 169 Thru82 Right28 Peds3 TotalOutIn101 113 214 9/6/2022 4:00:00 PM 9/6/2022 4:45:00 PM PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM Sh 6 Site Code : 00000000 Start Date : 09/08/2022 Page No : 1 AM Hour Turning Movement Count Data Shall Avenue & E. 6th Street Little Rock, Arkansas P-2180 Groups Printed- AM Count Data Shall Avenue From North E. 6th Street From East E. 6th Street From West Start Time Right Left Peds App. Total Right Thru Peds App. Total Thru Left Peds App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 07:00 AM 20 3 2 25 12 16 2 30 9 65 14 88 143 07:15 AM 79 3 10 92 4 37 0 41 11 65 72 148 281 07:30 AM 108 12 27 147 19 37 0 56 16 70 76 162 365 07:45 AM 65 5 4 74 9 19 0 28 25 40 25 90 192 Total 272 23 43 338 44 109 2 155 61 240 187 488 981 08:00 AM 26 5 0 31 2 9 0 11 21 21 3 45 87 08:15 AM 10 1 4 15 0 9 0 9 17 14 12 43 67 08:30 AM 7 2 4 13 1 6 0 7 5 7 3 15 35 08:45 AM 5 1 6 12 4 9 0 13 14 8 2 24 49 Total 48 9 14 71 7 33 0 40 57 50 20 127 238 Grand Total 320 32 57 409 51 142 2 195 118 290 207 615 1219 Apprch % 78.2 7.8 13.9 26.2 72.8 1.0 19.2 47.2 33.7 Total % 26.3 2.6 4.7 33.6 4.2 11.6 0.2 16.0 9.7 23.8 17.0 50.5 Shall Avenue E. 6th Street E. 6th Street Right 320 Left 32 Peds 57 InOut Total 341 409 750 Right51 Thru142 Peds2 OutTotalIn150 195 345 Left290 Thru118 Peds207 TotalOutIn462 615 1077 9/8/2022 7:00:00 AM 9/8/2022 8:45:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM Sh 6 Site Code : 00000000 Start Date : 09/08/2022 Page No : 2 AM Hour Turning Movement Count Data Shall Avenue & E. 6th Street Little Rock, Arkansas P-2180 Shall Avenue From North E. 6th Street From East E. 6th Street From West Start Time Right Left Peds App. Total Right Thru Peds App. Total Thru Left Peds App. Total Int. Total Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersection 07:00 AM Volume 272 23 43 338 44 109 2 155 61 240 187 488 981 Percent 80.5 6.8 12.7 28.4 70.3 1.3 12.5 49.2 38.3 07:30 Volume 108 12 27 147 19 37 0 56 16 70 76 162 365 Peak Factor 0.672 High Int. 07:30 AM 07:30 AM 07:30 AM Volume 108 12 27 147 19 37 0 56 16 70 76 162 Peak Factor 0.575 0.692 0.753 Shall Avenue E. 6th Street E. 6th Street Right 272 Left 23 Peds 43 InOut Total 284 338 622 Right44 Thru109 Peds2 OutTotalIn84 155 239 Left240 Thru61 Peds187 TotalOutIn381 488 869 9/8/2022 7:00:00 AM 9/8/2022 7:45:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : SC Sh 6 Site Code : 00000000 Start Date : 09/08/2022 Page No : 1 School PM Hr Turning Movement Count Data Shall Avenue and E. 6th Street Little Rock, Arkansas P-2180 Groups Printed- School PM Count Data Shall Avenue From North E. 6th Street From East E. 6th Street From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 02:30 PM 9 0 4 1 14 5 23 0 0 28 0 7 20 2 29 71 02:45 PM 15 0 3 0 18 5 18 1 0 24 0 4 38 0 42 84 Total 24 0 7 1 32 10 41 1 0 52 0 11 58 2 71 155 03:00 PM 83 0 7 3 93 8 14 0 1 23 0 10 32 5 47 163 03:15 PM 82 0 18 6 106 7 19 0 2 28 0 10 35 6 51 185 03:30 PM 66 0 21 6 93 8 73 0 0 81 0 9 18 9 36 210 03:45 PM 65 0 19 0 84 7 26 0 0 33 1 11 15 2 29 146 Total 296 0 65 15 376 30 132 0 3 165 1 40 100 22 163 704 Grand Total 320 0 72 16 408 40 173 1 3 217 1 51 158 24 234 859 Apprch % 78.4 0.0 17.6 3.9 18.4 79.7 0.5 1.4 0.4 21.8 67.5 10.3 Total % 37.3 0.0 8.4 1.9 47.5 4.7 20.1 0.1 0.3 25.3 0.1 5.9 18.4 2.8 27.2 Shall Avenue E. 6th Street E. 6th Street Right 320 Left 72 Peds 16 InOut Total 198 408 606 Right40 Thru173 Peds3 OutTotalIn123 216 339 Left158 Thru51 Peds24 TotalOutIn493 233 726 9/8/2022 2:30:00 PM 9/8/2022 3:45:00 PM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : SC Sh 6 Site Code : 00000000 Start Date : 09/08/2022 Page No : 2 School PM Hr Turning Movement Count Data Shall Avenue and E. 6th Street Little Rock, Arkansas P-2180 Shall Avenue From North E. 6th Street From East E. 6th Street From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour From 02:30 PM to 03:45 PM - Peak 1 of 1 Intersection 03:00 PM Volume 296 0 65 15 376 30 132 0 3 165 1 40 100 22 163 704 Percent 78.7 0.0 17.3 4.0 18.2 80.0 0.0 1.8 0.6 24.5 61.3 13.5 03:30 Volume 66 0 21 6 93 8 73 0 0 81 0 9 18 9 36 210 Peak Factor 0.838 High Int. 03:15 PM 03:30 PM 03:15 PM Volume 82 0 18 6 106 8 73 0 0 81 0 10 35 6 51 Peak Factor 0.887 0.509 0.799 Shall Avenue E. 6th Street E. 6th Street Right 296 Left 65 Peds 15 InOut Total 130 376 506 Right30 Thru132 Peds3 OutTotalIn105 165 270 Left100 Thru40 Peds22 TotalOutIn428 162 590 9/8/2022 3:00:00 PM 9/8/2022 3:45:00 PM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM Sh 6 Site Code : 00000000 Start Date : 09/08/2022 Page No : 1 School PM Hr Turning Movement Count Data Shall Avenue and E. 6th Street Little Rock, Arkansas P-2180 Groups Printed- PM Count Data Shall Avenue From North E. 6th Street From East E. 6th Street From West Start Time Right Left Peds App. Total Right Thru Peds App. Total Thru Left Peds App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 40 2 0 42 9 32 0 41 7 24 4 35 118 04:15 PM 48 5 0 53 6 29 0 35 5 25 0 30 118 04:30 PM 51 8 0 59 3 29 0 32 6 26 1 33 124 04:45 PM 25 2 2 29 5 34 0 39 13 16 1 30 98 Total 164 17 2 183 23 124 0 147 31 91 6 128 458 05:00 PM 10 2 0 12 5 37 0 42 1 7 0 8 62 05:15 PM 12 0 2 14 3 19 1 23 8 5 2 15 52 05:30 PM 10 0 1 11 2 17 0 19 5 5 1 11 41 05:45 PM 8 1 1 10 2 14 0 16 3 3 0 6 32 Total 40 3 4 47 12 87 1 100 17 20 3 40 187 Grand Total 204 20 6 230 35 211 1 247 48 111 9 168 645 Apprch % 88.7 8.7 2.6 14.2 85.4 0.4 28.6 66.1 5.4 Total % 31.6 3.1 0.9 35.7 5.4 32.7 0.2 38.3 7.4 17.2 1.4 26.0 Shall Avenue E. 6th Street E. 6th Street Right 204 Left 20 Peds 6 InOut Total 146 230 376 Right35 Thru211 Peds1 OutTotalIn68 247 315 Left111 Thru48 Peds9 TotalOutIn415 168 583 9/8/2022 4:00:00 PM 9/8/2022 5:45:00 PM PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM Sh 6 Site Code : 00000000 Start Date : 09/08/2022 Page No : 2 School PM Hr Turning Movement Count Data Shall Avenue and E. 6th Street Little Rock, Arkansas P-2180 Shall Avenue From North E. 6th Street From East E. 6th Street From West Start Time Right Left Peds App. Total Right Thru Peds App. Total Thru Left Peds App. Total Int. Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 04:00 PM Volume 164 17 2 183 23 124 0 147 31 91 6 128 458 Percent 89.6 9.3 1.1 15.6 84.4 0.0 24.2 71.1 4.7 04:30 Volume 51 8 0 59 3 29 0 32 6 26 1 33 124 Peak Factor 0.923 High Int. 04:30 PM 04:00 PM 04:00 PM Volume 51 8 0 59 9 32 0 41 7 24 4 35 Peak Factor 0.775 0.896 0.914 Shall Avenue E. 6th Street E. 6th Street Right 164 Left 17 Peds 2 InOut Total 114 183 297 Right23 Thru124 Peds0 OutTotalIn48 147 195 Left91 Thru31 Peds6 TotalOutIn288 128 416 9/8/2022 4:00:00 PM 9/8/2022 4:45:00 PM PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM Bo 2 Site Code : 00000000 Start Date : 09/07/2022 Page No : 1 AM Hour Turning Movement Count Data Bond Street & E. 2nd Street Little Rock, Arkansas P-2180 Groups Printed- AM Count Data E. 2nd Street From East Bond Street From South E. 2nd Street From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 07:00 AM 0 16 0 16 2 0 0 2 0 0 0 0 18 07:15 AM 0 18 0 18 3 2 0 5 0 0 0 0 23 07:30 AM 0 9 1 10 2 0 3 5 0 0 0 0 15 07:45 AM 0 7 0 7 2 0 0 2 0 0 0 0 9 Total 0 50 1 51 9 2 3 14 0 0 0 0 65 08:00 AM 0 5 0 5 6 0 0 6 0 0 0 0 11 08:15 AM 0 4 0 4 3 0 0 3 0 0 0 0 7 08:30 AM 0 5 0 5 2 0 0 2 0 0 6 6 13 08:45 AM 0 10 0 10 0 0 0 0 1 0 0 1 11 Total 0 24 0 24 11 0 0 11 1 0 6 7 42 Grand Total 0 74 1 75 20 2 3 25 1 0 6 7 107 Apprch % 0.0 98.7 1.3 80.0 8.0 12.0 14.3 0.0 85.7 Total % 0.0 69.2 0.9 70.1 18.7 1.9 2.8 23.4 0.9 0.0 5.6 6.5 E. 2nd Street E. 2nd Street Bond Street Thru0 Left74 Peds1 OutTotalIn20 75 95 Left 2 Right 20 Peds 3 Out TotalIn 75 25 100 Thru0 Right1 Peds6 TotalOutIn2 7 9 9/7/2022 7:00:00 AM 9/7/2022 8:45:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM Bo 2 Site Code : 00000000 Start Date : 09/07/2022 Page No : 2 AM Hour Turning Movement Count Data Bond Street & E. 2nd Street Little Rock, Arkansas P-2180 E. 2nd Street From East Bond Street From South E. 2nd Street From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersection 07:00 AM Volume 0 50 1 51 9 2 3 14 0 0 0 0 65 Percent 0.0 98.0 2.0 64.3 14.3 21.4 0.0 0.0 0.0 07:15 Volume 0 18 0 18 3 2 0 5 0 0 0 0 23 Peak Factor 0.707 High Int. 07:15 AM 07:15 AM 6:45:00 AM Volume 0 18 0 18 3 2 0 5 Peak Factor 0.708 0.700 E. 2nd Street E. 2nd Street Bond Street Thru0 Left50 Peds1 OutTotalIn9 51 60 Left 2 Right 9 Peds 3 Out TotalIn 50 14 64 Thru0 Right0 Peds0 TotalOutIn2 0 2 9/7/2022 7:00:00 AM 9/7/2022 7:45:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : SC Bo 2 Site Code : 00000000 Start Date : 09/07/2022 Page No : 1 School PM Hr Turning Movement Count Data Bond Street & E. 2nd Street Little Rock, Arkansas P-2180 Groups Printed- School PM Count Data E. 2nd Street From East Bond Street From South E. 2nd Street From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 02:30 PM 2 0 0 2 0 0 0 0 3 1 0 4 6 02:45 PM 4 0 0 4 0 0 0 0 3 5 0 8 12 Total 6 0 0 6 0 0 0 0 6 6 0 12 18 03:00 PM 2 0 0 2 0 0 0 0 2 2 0 4 6 03:15 PM 7 0 0 7 0 0 0 0 2 8 0 10 17 03:30 PM 4 0 0 4 0 1 0 1 0 4 0 4 9 03:45 PM 6 1 0 7 2 0 0 2 0 9 0 9 18 Total 19 1 0 20 2 1 0 3 4 23 0 27 50 Grand Total 25 1 0 26 2 1 0 3 10 29 0 39 68 Apprch % 96.2 3.8 0.0 66.7 33.3 0.0 25.6 74.4 0.0 Total % 36.8 1.5 0.0 38.2 2.9 1.5 0.0 4.4 14.7 42.6 0.0 57.4 E. 2nd Street E. 2nd Street Bond Street Thru25 Left1 Peds0 OutTotalIn31 26 57 Left 1 Right 2 Peds 0 Out TotalIn 11 3 14 Thru29 Right10 Peds0 TotalOutIn26 39 65 9/7/2022 2:30:00 PM 9/7/2022 3:45:00 PM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : SC Bo 2 Site Code : 00000000 Start Date : 09/07/2022 Page No : 2 School PM Hr Turning Movement Count Data Bond Street & E. 2nd Street Little Rock, Arkansas P-2180 E. 2nd Street From East Bond Street From South E. 2nd Street From West Start Time Thru Left Peds App. Total Right Left Peds App. Total Right Thru Peds App. Total Int. Total Peak Hour From 02:30 PM to 03:45 PM - Peak 1 of 1 Intersection 03:00 PM Volume 19 1 0 20 2 1 0 3 4 23 0 27 50 Percent 95.0 5.0 0.0 66.7 33.3 0.0 14.8 85.2 0.0 03:45 Volume 6 1 0 7 2 0 0 2 0 9 0 9 18 Peak Factor 0.694 High Int. 03:15 PM 03:45 PM 03:15 PM Volume 7 0 0 7 2 0 0 2 2 8 0 10 Peak Factor 0.714 0.375 0.675 E. 2nd Street E. 2nd Street Bond Street Thru19 Left1 Peds0 OutTotalIn25 20 45 Left 1 Right 2 Peds 0 Out TotalIn 5 3 8 Thru23 Right4 Peds0 TotalOutIn20 27 47 9/7/2022 3:00:00 PM 9/7/2022 3:45:00 PM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM Bo 2 Site Code : 00000000 Start Date : 09/07/2022 Page No : 1 PM Hour Turning Movement Count Data Bond Street & E. 2nd Street Little Rock, Arkansas P-2180 Groups Printed- PM Count Data E. 2nd Street From East Bond Street From South E. 2nd Street From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 0 12 0 0 12 1 0 0 0 1 2 3 0 0 5 18 04:15 PM 0 5 0 0 5 0 0 0 0 0 1 4 0 0 5 10 04:30 PM 0 3 0 0 3 0 0 0 0 0 0 2 1 0 3 6 04:45 PM 0 3 0 0 3 0 0 0 0 0 1 5 0 0 6 9 Total 0 23 0 0 23 1 0 0 0 1 4 14 1 0 19 43 05:00 PM 0 5 0 0 5 0 0 0 0 0 3 6 1 0 10 15 05:15 PM 0 9 0 0 9 1 0 0 0 1 2 5 0 0 7 17 05:30 PM 0 7 0 0 7 1 0 0 0 1 1 3 0 0 4 12 05:45 PM 0 5 0 0 5 0 0 0 0 0 1 2 1 0 4 9 Total 0 26 0 0 26 2 0 0 0 2 7 16 2 0 25 53 Grand Total 0 49 0 0 49 3 0 0 0 3 11 30 3 0 44 96 Apprch % 0.0 100.0 0.0 0.0 100.0 0.0 0.0 0.0 25.0 68.2 6.8 0.0 Total % 0.0 51.0 0.0 0.0 51.0 3.1 0.0 0.0 0.0 3.1 11.5 31.3 3.1 0.0 45.8 E. 2nd Street E. 2nd Street Bond Street Thru49 Left0 Peds0 OutTotalIn33 49 82 Left 0 Right 3 Peds 0 Out TotalIn 11 3 14 Thru30 Right11 Peds0 TotalOutIn49 41 90 9/7/2022 4:00:00 PM 9/7/2022 5:45:00 PM PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM Bo 2 Site Code : 00000000 Start Date : 09/07/2022 Page No : 2 PM Hour Turning Movement Count Data Bond Street & E. 2nd Street Little Rock, Arkansas P-2180 E. 2nd Street From East Bond Street From South E. 2nd Street From West Start Time Right Thru Left Peds App. Total Right Thru Left Peds App. Total Right Thru Left Peds App. Total Int. Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 04:45 PM Volume 0 24 0 0 24 2 0 0 0 2 7 19 1 0 27 53 Percent 0.0 100.0 0.0 0.0 100.0 0.0 0.0 0.0 25.9 70.4 3.7 0.0 05:15 Volume 0 9 0 0 9 1 0 0 0 1 2 5 0 0 7 17 Peak Factor 0.779 High Int. 05:15 PM 05:15 PM 05:00 PM Volume 0 9 0 0 9 1 0 0 0 1 3 6 1 0 10 Peak Factor 0.667 0.500 0.675 E. 2nd Street E. 2nd Street Bond Street Thru24 Left0 Peds0 OutTotalIn21 24 45 Left 0 Right 2 Peds 0 Out TotalIn 7 2 9 Thru19 Right7 Peds0 TotalOutIn24 26 50 9/7/2022 4:45:00 PM 9/7/2022 5:30:00 PM PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM Bo 3 Site Code : 00000000 Start Date : 09/07/2022 Page No : 1 AM Hour Turning Movement Count Data Bond Street & E. 3rd Street Little Rock, Arkansas P-2180 Groups Printed- AM Count Data Bond Street From North E. 3rd Street From East Bond Street From South E. 3rd Street From West Start Time Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 07:00 AM 0 13 1 0 14 0 0 2 0 2 0 2 0 0 2 0 0 0 0 0 18 07:15 AM 0 14 2 0 16 0 0 3 0 3 0 3 0 0 3 0 0 0 0 0 22 07:30 AM 0 8 0 0 8 0 0 0 0 0 0 3 0 1 4 0 0 0 0 0 12 07:45 AM 0 10 1 0 11 0 0 1 0 1 0 1 0 0 1 0 0 0 5 5 18 Total 0 45 4 0 49 0 0 6 0 6 0 9 0 1 10 0 0 0 5 5 70 08:00 AM 0 4 0 0 4 0 0 2 0 2 0 3 0 0 3 0 0 2 0 2 11 08:15 AM 0 4 0 0 4 0 0 0 0 0 1 4 1 0 6 0 0 0 0 0 10 08:30 AM 0 2 0 1 3 0 0 0 0 0 0 2 0 0 2 0 0 0 7 7 12 08:45 AM 2 6 3 0 11 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0 12 Total 2 16 3 1 22 0 0 2 0 2 2 9 1 0 12 0 0 2 7 9 45 Grand Total 2 61 7 1 71 0 0 8 0 8 2 18 1 1 22 0 0 2 12 14 115 Apprch % 2.8 85.9 9.9 1.4 0.0 0.0 100. 0 0.0 9.1 81.8 4.5 4.5 0.0 0.0 14.3 85.7 Total % 1.7 53.0 6.1 0.9 61.7 0.0 0.0 7.0 0.0 7.0 1.7 15.7 0.9 0.9 19.1 0.0 0.0 1.7 10.4 12.2 Bond Street E. 3rd Street E. 3rd Street Bond Street Right 2 Thru 61 Left 7 Peds 1 InOut Total 20 71 91 Right0 Thru0 Left8 Peds0 OutTotalIn9 8 17 Left 1 Thru 18 Right 2 Peds 1 Out TotalIn 69 22 91 Left2 Thru0 Right0 Peds12 TotalOutIn3 14 17 9/7/2022 7:00:00 AM 9/7/2022 8:45:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM Bo 3 Site Code : 00000000 Start Date : 09/07/2022 Page No : 2 AM Hour Turning Movement Count Data Bond Street & E. 3rd Street Little Rock, Arkansas P-2180 Bond Street From North E. 3rd Street From East Bond Street From South E. 3rd Street From West Start Time Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Int. Total Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersection 07:00 AM Volume 0 45 4 0 49 0 0 6 0 6 0 9 0 1 10 0 0 0 5 5 70 Percent 0.0 91.8 8.2 0.0 0.0 0.0 100. 0 0.0 0.0 90.0 0.0 10.0 0.0 0.0 0.0 100. 0 07:15 Volume 0 14 2 0 16 0 0 3 0 3 0 3 0 0 3 0 0 0 0 0 22 Peak Factor 0.795 High Int. 07:15 AM 07:15 AM 07:30 AM 07:45 AM Volume 0 14 2 0 16 0 0 3 0 3 0 3 0 1 4 0 0 0 5 5 Peak Factor 0.766 0.500 0.625 0.250 Bond Street E. 3rd Street E. 3rd Street Bond Street Right 0 Thru 45 Left 4 Peds 0 InOut Total 9 49 58 Right0 Thru0 Left6 Peds0 OutTotalIn4 6 10 Left 0 Thru 9 Right 0 Peds 1 Out TotalIn 51 10 61 Left0 Thru0 Right0 Peds5 TotalOutIn0 5 5 9/7/2022 7:00:00 AM 9/7/2022 7:45:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : SC Bo 3 Site Code : 00000000 Start Date : 09/07/2022 Page No : 1 School PM Hr Turning Movement Count Data Bond Avenue & E. 3rd Street Little Rock, Arkansas P-2180 Groups Printed- School PM Count Data Bond Street From North E. 3rd Street From East Bond Street From South E. 3rd Street From West Start Time Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 02:30 PM 0 0 0 0 0 0 0 3 0 3 1 0 0 0 1 0 1 1 0 2 6 02:45 PM 0 0 0 0 0 0 1 2 0 3 5 1 0 0 6 1 0 0 0 1 10 Total 0 0 0 0 0 0 1 5 0 6 6 1 0 0 7 1 1 1 0 3 16 03:00 PM 0 0 0 0 0 0 0 2 0 2 2 0 0 0 2 0 1 0 0 1 5 03:15 PM 0 0 0 0 0 0 0 5 0 5 7 0 0 0 7 1 0 0 0 1 13 03:30 PM 0 0 0 0 0 0 0 4 0 4 5 0 0 0 5 0 0 0 0 0 9 03:45 PM 0 0 0 0 0 0 0 7 0 7 10 0 1 0 11 0 0 0 0 0 18 Total 0 0 0 0 0 0 0 18 0 18 24 0 1 0 25 1 1 0 0 2 45 Grand Total 0 0 0 0 0 0 1 23 0 24 30 1 1 0 32 2 2 1 0 5 61 Apprch % 0.0 0.0 0.0 0.0 0.0 4.2 95.8 0.0 93.8 3.1 3.1 0.0 40.0 40.0 20.0 0.0 Total % 0.0 0.0 0.0 0.0 0.0 0.0 1.6 37.7 0.0 39.3 49.2 1.6 1.6 0.0 52.5 3.3 3.3 1.6 0.0 8.2 Bond Street E. 3rd Street E. 3rd Street Bond Street Right 0 Thru 0 Left 0 Peds 0 InOut Total 2 0 2 Right0 Thru1 Left23 Peds0 OutTotalIn32 24 56 Left 1 Thru 1 Right 30 Peds 0 Out TotalIn 25 32 57 Left1 Thru2 Right2 Peds0 TotalOutIn2 5 7 9/7/2022 2:30:00 PM 9/7/2022 3:45:00 PM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : SC Bo 3 Site Code : 00000000 Start Date : 09/07/2022 Page No : 2 School PM Hr Turning Movement Count Data Bond Avenue & E. 3rd Street Little Rock, Arkansas P-2180 Bond Street From North E. 3rd Street From East Bond Street From South E. 3rd Street From West Start Time Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Int. Total Peak Hour From 02:30 PM to 03:45 PM - Peak 1 of 1 Intersection 03:00 PM Volume 0 0 0 0 0 0 0 18 0 18 24 0 1 0 25 1 1 0 0 2 45 Percent 0.0 0.0 0.0 0.0 0.0 0.0 100. 0 0.0 96.0 0.0 4.0 0.0 50.0 50.0 0.0 0.0 03:45 Volume 0 0 0 0 0 0 0 7 0 7 10 0 1 0 11 0 0 0 0 0 18 Peak Factor 0.625 High Int. 2:15:00 PM 03:45 PM 03:45 PM 03:00 PM Volume 0 0 0 0 0 0 0 7 0 7 10 0 1 0 11 0 1 0 0 1 Peak Factor 0.643 0.568 0.500 Bond Street E. 3rd Street E. 3rd Street Bond Street Right 0 Thru 0 Left 0 Peds 0 InOut Total 0 0 0 Right0 Thru0 Left18 Peds0 OutTotalIn25 18 43 Left 1 Thru 0 Right 24 Peds 0 Out TotalIn 19 25 44 Left0 Thru1 Right1 Peds0 TotalOutIn1 2 3 9/7/2022 3:00:00 PM 9/7/2022 3:45:00 PM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM Bo 3 Site Code : 00000000 Start Date : 09/07/2022 Page No : 1 PM Hour Turning Movement Count Data Bond Street & E. 3rd Street Little Rock, Arkansas P-2180 Groups Printed- PM Count Data Bond Street From North E. 3rd Street From East Bond Street From South E. 3rd Street From West Start Time Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 0 0 0 0 0 0 1 12 0 13 5 1 0 0 6 1 0 0 0 1 20 04:15 PM 0 1 0 0 1 0 0 5 0 5 3 0 1 0 4 0 0 0 0 0 10 04:30 PM 0 0 0 0 0 0 0 3 0 3 2 0 0 0 2 0 0 0 0 0 5 04:45 PM 0 0 0 0 0 0 0 3 0 3 7 1 1 0 9 0 0 0 0 0 12 Total 0 1 0 0 1 0 1 23 0 24 17 2 2 0 21 1 0 0 0 1 47 05:00 PM 0 0 0 0 0 0 0 5 1 6 8 3 0 1 12 0 0 0 0 0 18 05:15 PM 0 0 0 0 0 0 0 9 0 9 6 0 0 0 6 0 0 0 0 0 15 05:30 PM 0 0 0 0 0 0 0 7 0 7 4 2 0 0 6 0 0 0 0 0 13 05:45 PM 0 0 0 0 0 0 0 4 0 4 3 1 0 0 4 0 0 0 0 0 8 Total 0 0 0 0 0 0 0 25 1 26 21 6 0 1 28 0 0 0 0 0 54 Grand Total 0 1 0 0 1 0 1 48 1 50 38 8 2 1 49 1 0 0 0 1 101 Apprch % 0.0 100. 0 0.0 0.0 0.0 2.0 96.0 2.0 77.6 16.3 4.1 2.0 100. 0 0.0 0.0 0.0 Total % 0.0 1.0 0.0 0.0 1.0 0.0 1.0 47.5 1.0 49.5 37.6 7.9 2.0 1.0 48.5 1.0 0.0 0.0 0.0 1.0 Bond Street E. 3rd Street E. 3rd Street Bond Street Right 0 Thru 1 Left 0 Peds 0 InOut Total 8 1 9 Right0 Thru1 Left48 Peds1 OutTotalIn38 50 88 Left 2 Thru 8 Right 38 Peds 1 Out TotalIn 50 49 99 Left0 Thru0 Right1 Peds0 TotalOutIn3 1 4 9/7/2022 4:00:00 PM 9/7/2022 5:45:00 PM PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM Bo 3 Site Code : 00000000 Start Date : 09/07/2022 Page No : 2 PM Hour Turning Movement Count Data Bond Street & E. 3rd Street Little Rock, Arkansas P-2180 Bond Street From North E. 3rd Street From East Bond Street From South E. 3rd Street From West Start Time Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Righ t Thru Left Ped s App. Total Int. Total Peak Hour From 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 04:45 PM Volume 0 0 0 0 0 0 0 24 1 25 25 6 1 1 33 0 0 0 0 0 58 Percent 0.0 0.0 0.0 0.0 0.0 0.0 96.0 4.0 75.8 18.2 3.0 3.0 0.0 0.0 0.0 0.0 05:00 Volume 0 0 0 0 0 0 0 5 1 6 8 3 0 1 12 0 0 0 0 0 18 Peak Factor 0.806 High Int. 3:45:00 PM 05:15 PM 05:00 PM 3:45:00 PM Volume 0 0 0 0 0 0 0 9 0 9 8 3 0 1 12 Peak Factor 0.694 0.688 Bond Street E. 3rd Street E. 3rd Street Bond Street Right 0 Thru 0 Left 0 Peds 0 InOut Total 6 0 6 Right0 Thru0 Left24 Peds1 OutTotalIn25 25 50 Left 1 Thru 6 Right 25 Peds 1 Out TotalIn 24 33 57 Left0 Thru0 Right0 Peds0 TotalOutIn1 0 1 9/7/2022 4:45:00 PM 9/7/2022 5:30:00 PM PM Count Data North Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total12:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:00 AM0 0 2 1 030 0 0 0 700 12 13 8 20330 0 7 21 028647:15 AM0 0 2 54 0560 0 1 0 410 35 4 13 24521 2 2 44 0491587:30 AM0 0 0 39 0390 0 0 0 300 51 5 1 7570 6 1 50 0571537:45 AM0 0 2 0 020 0 0 0 201 31 2 1 3350 3 0 27 03067Hourly Total0 0 6 94 01000 0 1 0 1611 129 24 23 541771 11 10 142 0164442World AvenueWestboundWorld AvenueEastboundLittle RockHeifer Access DriveARAM - World Avenue and Shall AvenueFriday, September 9, 2022SouthboundShall AvenueNorthboundVEHICLE TOTAL Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total8:00 AM0 0 2 0 020 0 0 0 000 13 1 0 0140 0 0 8 08248:15 AM0 0 0 0 000 0 0 0 000 8 5 0 0130 0 0 13 013268:30 AM0 0 3 1 040 1 0 0 010 7 3 1 0111 0 0 9 010268:45 AM0 0 4 1 050 1 0 0 011 3 3 0 070 1 0 2 0316Hourly Total0 0 9 2 0110 2 0 0 021 31 12 1 0451 1 0 32 034929:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000SouthboundHeifer Access DriveARLittle RockWorld AvenueEastboundShall AvenueNorthboundAM - World Avenue and Shall AvenueFriday, September 9, 2022VEHICLE TOTALWorld AvenueWestbound Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total4:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000DAILY TOTAL001596011102101632160362454222212101740198534Cars0 0 15 95 01100 2 1 0 1632 158 36 24 542202 11 10 174 0197530Heavy Vehicles0 0 0 1 010 0 0 0 000 2 0 0 020 1 0 0 014Heavy Vehicle %0.00%0.00%0.00%1.04%0.00%0.90%0.00%0.00%0.00%0.00%0.00%0.00%0.00%1.25%0.00%0.00%0.00%0.90%0.00%8.33%0.00%0.00%0.00%0.51%0.75%EastboundLittle RockARSouthboundHeifer Access DriveNorthboundWorld AvenueWestboundAM - World Avenue and Shall AvenueFriday, September 9, 2022Shall AvenueVEHICLE TOTALWorld Avenue Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total7:00 AM 0 0 2 1 030 0 0 0 700 12 13 8 20330 0 7 21 028647:15 AM 0 0 2 54 0560 0 1 0 410 35 4 13 24521 2 2 44 0491587:30 AM 0 0 0 39 0390 0 0 0 300 51 5 1 7570 6 1 50 0571537:45 AM 0 0 2 0 020 0 0 0 201 31 2 1 3350 3 0 27 03067Peak Hour Total 0 0 6 94 01000 0 1 0 1611 129 24 23 541771 11 10 142 0164442PHF 0.000 0.000 0.750 0.435 0.0000.4460.000 0.000 0.250 0.000 0.5710.2500.250 0.632 0.462 0.442 0.5630.7760.250 0.458 0.357 0.710 0.0000.7190.699Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total12:00 PM 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:15 PM 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:30 PM 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:45 PM 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Peak Hour Total 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000PHF 0.000 0.000 0.000 0.000 0.0000.0000.000 0.000 0.000 0.000 0.0000.0000.000 0.000 0.000 0.000 0.0000.0000.000 0.000 0.000 0.000 0.0000.0000.000111 48Cars 95 15 0 0 0Heavy 1 0 0 0 0Total 96 15 0 0 0Cars HeavyTotalCars HeavyTotal0 000 001982 021 01311 1122 0210 0100 00259174 017416 01634Cars 54 2 158 36 24Heavy 0 0 2 0 0Total 54 2 160 36 24222 193EastboundNorthboundNorthboundWestboundWestboundSouthboundLittle Rock159SouthboundPM Peak Hour415Vehicles Exiting IntersectionNorthboundDaily VolumesVehicles Entering IntersectionTotal Vehicles On LegTotal Vehicles On LegVehicles Exiting IntersectionVehicles Entering IntersectionVehicles Exiting IntersectionVehicles Entering IntersectionVehicles Exiting IntersectionSouthboundVehicles Entering IntersectionVEHICLE TOTALVEHICLE TOTALAM Peak HourTotal Vehicles on LegEastboundWestbound 457EastboundTotal Vehicles on Leg37Friday, September 9, 2022ARAM - World Avenue and Shall Avenue Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total12:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000World AvenueWestboundWorld AvenueEastboundLittle RockHeifer Access DriveARWorld Avenue and Shall AvenueThursday, September 8, 2022SouthboundShall AvenueNorthboundVEHICLE TOTAL Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total8:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:45 PM0 0 7 1 180 0 0 0 100 19 4 0 0231 2 0 6 1940Hourly Total0 0 7 1 180 0 0 0 100 19 4 0 0231 2 0 6 19403:00 PM0 0 5 55 2600 0 0 0 000 25 4 0 2290 2 0 24 0261153:15 PM0 0 6 46 2520 3 1 0 941 23 3 3 14300 0 0 31 33311173:30 PM0 0 8 41 2490 0 1 0 410 34 4 1 4390 0 0 10 910993:45 PM0 0 4 37 2410 17 5 0 12220 24 0 0 26240 0 0 13 013100Hourly Total0 0 23 179 82020 20 7 0 25271 106 11 4 461220 2 0 78 4280431SouthboundHeifer Access DriveARLittle RockWorld AvenueEastboundShall AvenueNorthboundWorld Avenue and Shall AvenueThursday, September 8, 2022VEHICLE TOTALWorld AvenueWestbound Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total4:00 PM0 0 4 12 0160 2 2 0 041 25 0 0 0260 0 1 3 04504:15 PM0 0 4 5 090 0 2 0 720 30 1 0 7310 0 0 4 04464:30 PM0 0 4 1 050 4 0 0 140 29 2 0 1310 0 0 10 010504:45 PM0 0 6 0 260 1 0 0 011 8 1 0 0100 0 0 8 0825Hourly Total0 0 18 18 2360 7 4 0 8112 92 4 0 8980 0 1 25 0261715:00 PM0 0 3 0 130 1 0 0 210 11 1 0 1120 0 0 4 04205:15 PM0 0 1 0 010 0 0 0 000 5 1 0 060 0 0 6 06135:30 PM0 0 1 0 010 0 0 0 000 1 0 0 010 0 0 6 0685:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 5 0 150 1 0 0 210 17 2 0 1190 0 0 16 016416:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000DAILY TOTAL005319812251028110363932342145526214112543131683Cars0 0 53 198 122510 28 10 0 36383 233 21 4 552611 4 0 124 43129679Heavy Vehicles0 0 0 0 000 0 1 0 010 1 0 0 010 0 1 1 024Heavy Vehicle %0.00%0.00%0.00%0.00%0.00%0.00%0.00%0.00%9.09%0.00%0.00%2.56%0.00%0.43%0.00%0.00%0.00%0.38%0.00%0.00%100.00%0.80%0.00%1.53%0.59%EastboundLittle RockARSouthboundHeifer Access DriveNorthboundWorld AvenueWestboundWorld Avenue and Shall AvenueThursday, September 8, 2022Shall AvenueVEHICLE TOTALWorld Avenue Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total12:00 AM 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:15 AM 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:30 AM 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:45 AM 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Peak Hour Total 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000PHF 0.000 0.000 0.000 0.000 0.0000.0000.000 0.000 0.000 0.000 0.0000.0000.000 0.000 0.000 0.000 0.0000.0000.000 0.000 0.000 0.000 0.0000.0000.000Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total3:00 PM 0 0 5 55 2600 0 0 0 000 25 4 0 2290 2 0 24 0261153:15 PM 0 0 6 46 2520 3 1 0 941 23 3 3 14300 0 0 31 33311173:30 PM 0 0 8 41 2490 0 1 0 410 34 4 1 4390 0 0 10 910993:45 PM 0 0 4 37 2410 17 5 0 12220 24 0 0 26240 0 0 13 013100Peak Hour Total 0 0 23 179 82020 20 7 0 25271 106 11 4 461220 2 0 78 4280431PHF 0.000 0.000 0.719 0.814 1.0000.8420.000 0.294 0.350 0.000 0.5210.3070.250 0.779 0.688 0.333 0.4420.7820.000 0.250 0.000 0.629 0.3180.6450.921251 25Cars 198 53 0 0 12Heavy 0 0 0 0 0Total 198 53 0 0 12Cars HeavyTotalCars HeavyTotal43 0430 001311 0110 111394 0428 0280 110 00444124 112536 0365Cars 55 3 233 21 4Heavy 0 0 1 0 0Total 55 3 234 21 4262 209EastboundNorthboundNorthboundWestboundWestboundSouthboundLittle Rock276SouthboundPM Peak Hour471Vehicles Exiting IntersectionNorthboundDaily VolumesVehicles Entering IntersectionTotal Vehicles On LegTotal Vehicles On LegVehicles Exiting IntersectionVehicles Entering IntersectionVehicles Exiting IntersectionVehicles Entering IntersectionVehicles Exiting IntersectionSouthboundVehicles Entering IntersectionVEHICLE TOTALVEHICLE TOTALAM Peak HourTotal Vehicles on LegEastboundWestbound 575EastboundTotal Vehicles on Leg44Thursday, September 8, 2022ARWorld Avenue and Shall Avenue Capacity & Level of Service Calculations P2180 EXISTING AM1765 1511732371292423WORLD AVE.11101420100694 240616 TH. ST.10944SHALL AVE. 23272 34001111403 RD. ST220003 JOHN ST. 100000213 2 ND. ST0039113213 RD. ST.0006004450 BOND AVE.09104TH. ST.0108001500 P2180 EXISTING AM WORLD AVE. AT SHALL AVE. Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 10 142 0 1 0 129 24 23 0 6 94 Future Vol, veh/h 11 10 142 0 1 0 129 24 23 0 6 94 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, %222222222222 Mvmt Flow 12 11 154 0 1 0 140 26 25 0 7 102 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 8.1 7.8 8.9 7.5 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 73% 7% 0% 0% Vol Thru, % 14% 6% 100% 6% Vol Right, % 13% 87% 0% 94% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 176 163 1 100 LT Vol 129 11 0 0 Through Vol 24 10 1 6 RT Vol 23 142 0 94 Lane Flow Rate 191 177 1 109 Geometry Grp 1111 Degree of Util (X) 0.24 0.201 0.001 0.12 Departure Headway (Hd) 4.509 4.09 4.798 3.964 Convergence, Y/N Yes Yes Yes Yes Cap 802 879 746 905 Service Time 2.509 2.109 2.824 1.984 HCM Lane V/C Ratio 0.238 0.201 0.001 0.12 HCM Control Delay 8.9 8.1 7.8 7.5 HCM Lane LOS AAAA HCM 95th-tile Q 0.9 0.7 0 0.4 P2180 EXISTING AM BOND AVE. AT 4TH. ST. Intersection Int Delay, s/veh 1.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1080009101500 Future Vol, veh/h 0 1080009101500 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 0 10900010111540 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 72 77 54 73 72 16 54 0 0 21 0 0 Stage 1 56 56 - 16 16 ------- Stage 2 16 21 - 57 56 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 919 813 1013 918 818 1063 1551 - - 1595 - - Stage 1 956 848 - 1004 882 ------- Stage 2 1004 878 - 955 848 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 918 812 1013 916 817 1063 1551 - - 1595 - - Mov Cap-2 Maneuver 918 812 - 916 817 ------- Stage 1 956 847 - 1004 882 ------- Stage 2 1004 878 - 953 847 ------- Approach EB WB NB SB HCM Control Delay, s 9.4 9 0 0.1 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1551 - - 812 916 1595 - - HCM Lane V/C Ratio - - - 0.001 0.009 0.001 - - HCM Control Delay (s) 0 - - 9.4 9 7.3 0 - HCM Lane LOS A - -AAAA - HCM 95th %tile Q(veh) 0 - - 0 0 0 - - P2180 EXISTING AM BOND AVE. AT 3RD. ST. Intersection Intersection Delay, s/veh 7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 00060013214450 Future Vol, veh/h 00060013214450 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, %222222222222 Mvmt Flow 00070013234490 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 0 7.3 6.6 7.2 HCM LOS - A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 4% 0% 100% 8% Vol Thru, % 12% 100% 0% 92% Vol Right, % 84% 0% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 25 0 6 49 LT Vol 1064 Through Vol 3 0 0 45 RT Vol 21 0 0 0 Lane Flow Rate 27 0 7 53 Geometry Grp 1111 Degree of Util (X) 0.026 0 0.008 0.059 Departure Headway (Hd) 3.489 4.078 4.272 3.982 Convergence, Y/N Yes Yes Yes Yes Cap 1028 0 838 903 Service Time 1.503 2.107 2.299 1.988 HCM Lane V/C Ratio 0.026 0 0.008 0.059 HCM Control Delay 6.6 7.1 7.3 7.2 HCM Lane LOS A N A A HCM 95th-tile Q 0.1 0 0 0.2 P2180 EXISTING AM 6TH. ST. AT SHALL AVE. Intersection Int Delay, s/veh 7.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 240 61 109 44 23 272 Future Vol, veh/h 240 61 109 44 23 272 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 165 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 261 66 118 48 25 296 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 166 0 - 0 730 142 Stage 1 - - - - 142 - Stage 2 - - - - 588 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1412 - - - 389 906 Stage 1 - - - - 885 - Stage 2 - - - - 555 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1412 - - - 317 906 Mov Cap-2 Maneuver - - - - 317 - Stage 1 - - - - 721 - Stage 2 - - - - 555 - Approach EB WB SB HCM Control Delay, s 6.5 0 12.6 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1412 - - - 791 HCM Lane V/C Ratio 0.185 - - - 0.405 HCM Control Delay (s) 8.1 - - - 12.6 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.7 - - - 2 P2180 EXISTING AM 3RD. ST. AT WORLD AVE. Intersection Intersection Delay, s/veh 9.9 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 151 173 2 37 176 5 Future Vol, veh/h 151 173 2 37 176 5 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222 Mvmt Flow 164 188 2 40 191 5 Number of Lanes 100110 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 1 HCM Control Delay 10.1 8.2 9.9 HCM LOS B A A Lane NBLn1 EBLn1 WBLn1 Vol Left, % 97% 0% 5% Vol Thru, % 0% 47% 95% Vol Right, % 3% 53% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 181 324 39 LT Vol 176 0 2 Through Vol 0 151 37 RT Vol 5 173 0 Lane Flow Rate 197 352 42 Geometry Grp 1 1 1 Degree of Util (X) 0.272 0.409 0.057 Departure Headway (Hd) 4.968 4.18 4.831 Convergence, Y/N Yes Yes Yes Cap 722 863 740 Service Time 3.008 2.202 2.869 HCM Lane V/C Ratio 0.273 0.408 0.057 HCM Control Delay 9.9 10.1 8.2 HCM Lane LOS A B A HCM 95th-tile Q 1.1 2 0.2 P2180 EXISTING AM 3RD. ST. AT HEIFER ACCESS Intersection Int Delay, s/veh 2.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 1 140 2 2 0 34 00003 Future Vol, veh/h 11 1 140 2 2 0 34 00003 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 12 1 152 2 2 0 37 00003 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 2 0 0 153 0 0 109 107 77 107 183 2 Stage 1 ------101101-66- Stage 2 ------86-101177- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1620 - - 1428 - - 870 783 984 872 711 1082 Stage 1 ------905811-1016 891 - Stage 2 ------1013 891 - 905 753 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1620 - - 1428 - - 861 776 984 866 705 1082 Mov Cap-2 Maneuver ------861776-866705- Stage 1 ------898805-1008 890 - Stage 2 ------1009 890 - 898 747 - Approach EB WB NB SB HCM Control Delay, s 0.5 3.8 9.4 8.3 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 861 1620 - - 1428 - - 1082 HCM Lane V/C Ratio 0.043 0.007 - - 0.002 - - 0.003 HCM Control Delay (s) 9.4 7.2 0 - 7.5 0 - 8.3 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0 P2180 EXISTING AM 2ND. ST. AT JOHN ST. Intersection Int Delay, s/veh 2.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 00010 Future Vol, veh/h 0 00010 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 0 00010 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 01021 Stage 1 - - - - 1 - Stage 2 - - - - 1 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1622 - 1021 1084 Stage 1 - - - - 1022 - Stage 2 - - - - 1022 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1622 - 1021 1084 Mov Cap-2 Maneuver - - - - 1021 - Stage 1 - - - - 1022 - Stage 2 - - - - 1022 - Approach EB WB NB HCM Control Delay, s 0 0 8.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1021 - - 1622 - HCM Lane V/C Ratio 0.001 ---- HCM Control Delay (s) 8.5 - - 0 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) 0 - - 0 - P2180 EXISTING AM 2ND. ST. AT BOND AVE. Intersection Int Delay, s/veh 7.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 0 0 39 1 2 13 Future Vol, veh/h 0 0 39 1 2 13 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 0 0 42 1 2 14 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1 0 86 1 Stage 1 - - - - 1 - Stage 2 - - - - 85 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1622 - 915 1084 Stage 1 - - - - 1022 - Stage 2 - - - - 938 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1622 - 891 1084 Mov Cap-2 Maneuver - - - - 891 - Stage 1 - - - - 1022 - Stage 2 - - - - 914 - Approach EB WB NB HCM Control Delay, s 0 7.1 8.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1054 - - 1622 - HCM Lane V/C Ratio 0.015 - - 0.026 - HCM Control Delay (s) 8.5 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0.1 - P2180 EXISTING SCHOOL PM11017 8864418106114WORLD AVE.20782070023179 100406 TH. ST.13230SHALL AVE. 65296 100000993 RD. ST000002 JOHN ST. 00100112 2 ND. ST23419113213 RD. ST.01118003200 BOND AVE.124144TH. ST.00122000381 P2180 EXISTING SCHOOL PM WORLD AVE. AT SHALL AVE. Page 1 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 0 78 20 7 0 106 11 4 0 23 179 Future Vol, veh/h 2 0 78 20 7 0 106 11 4 0 23 179 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, %222222222222 Mvmt Flow 2 0 85 22 8 0 115 12 4 0 25 195 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 7.6 8.1 8.5 8 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 88% 3% 74% 0% Vol Thru, % 9% 0% 26% 11% Vol Right, % 3% 97% 0% 89% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 121 80 27 202 LT Vol 106 2 20 0 Through Vol 11 0 7 23 RT Vol 4 78 0 179 Lane Flow Rate 132 87 29 220 Geometry Grp 1111 Degree of Util (X) 0.167 0.1 0.04 0.232 Departure Headway (Hd) 4.57 4.128 4.92 3.808 Convergence, Y/N Yes Yes Yes Yes Cap 789 870 729 944 Service Time 2.57 2.147 2.943 1.822 HCM Lane V/C Ratio 0.167 0.1 0.04 0.233 HCM Control Delay 8.5 7.6 8.1 8 HCM Lane LOS AAAA HCM 95th-tile Q 0.6 0.3 0.1 0.9 P2180 EXISTING SCHOOL PM BOND AVE. AT 4TH. ST. Page 1 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 1 22 0 0 1 24 14 0 38 1 Future Vol, veh/h 0 0 1 22 0 0 1 24 14 0 38 1 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 0 0 1 24 0 0 1 26 15 0 41 1 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 78 85 42 78 78 34 42 0 0 41 0 0 Stage 1 42 42 - 36 36 ------- Stage 2 36 43 - 42 42 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 911 805 1029 911 812 1039 1567 - - 1568 - - Stage 1 972 860 - 980 865 ------- Stage 2 980 859 - 972 860 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 910 804 1029 909 811 1039 1567 - - 1568 - - Mov Cap-2 Maneuver 910 804 - 909 811 ------- Stage 1 971 860 - 979 864 ------- Stage 2 979 858 - 971 860 ------- Approach EB WB NB SB HCM Control Delay, s 8.5 9.1 0.2 0 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1567 - - 1029 909 1568 - - HCM Lane V/C Ratio 0.001 - - 0.001 0.026 - - - HCM Control Delay (s) 7.3 0 - 8.5 9.1 0 - - HCM Lane LOS A A - A A A - - HCM 95th %tile Q(veh) 0 - - 0 0.1 0 - - P2180 EXISTING SCHOOL PM BOND AVE. AT 3RD. ST. Page 1 Intersection Intersection Delay, s/veh 7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1 1 18 0013213200 Future Vol, veh/h 0 1 1 18 0013213200 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, %222222222222 Mvmt Flow 0 1 1 20 0013233220 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 6.8 7.3 6.6 7.1 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 4% 0% 100% 13% Vol Thru, % 12% 50% 0% 87% Vol Right, % 84% 50% 0% 0% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 25 2 18 23 LT Vol 1 0 18 3 Through Vol 3 1 0 20 RT Vol 21 1 0 0 Lane Flow Rate 27 2 20 25 Geometry Grp 1111 Degree of Util (X) 0.026 0.002 0.023 0.028 Departure Headway (Hd) 3.493 3.738 4.226 4.018 Convergence, Y/N Yes Yes Yes Yes Cap 1026 958 849 894 Service Time 1.51 1.759 2.241 2.031 HCM Lane V/C Ratio 0.026 0.002 0.024 0.028 HCM Control Delay 6.6 6.8 7.3 7.1 HCM Lane LOS AAAA HCM 95th-tile Q 0.1 0 0.1 0.1 P2180 EXISTING SCHOOL PM 6TH. ST. AT SHALL AVE. Page 1 Intersection Int Delay, s/veh 8.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 100 40 132 30 65 296 Future Vol, veh/h 100 40 132 30 65 296 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 165 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 109 43 143 33 71 322 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 176 0 - 0 421 160 Stage 1 - - - - 160 - Stage 2 - - - - 261 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1400 - - - 589 885 Stage 1 - - - - 869 - Stage 2 - - - - 783 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1400 - - - 543 885 Mov Cap-2 Maneuver - - - - 543 - Stage 1 - - - - 801 - Stage 2 - - - - 783 - Approach EB WB SB HCM Control Delay, s 5.6 0 13.9 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1400 - - - 795 HCM Lane V/C Ratio 0.078 - - - 0.494 HCM Control Delay (s) 7.8 - - - 13.9 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.3 - - - 2.8 P2180 EXISTING SCHOOL PM 3RD. ST. AT WORLD AVE. Page 1 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 88 64 4 18 110 17 Future Vol, veh/h 88 64 4 18 110 17 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222 Mvmt Flow 96 70 4 20 120 18 Number of Lanes 100110 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 1 HCM Control Delay 7.9 7.6 8.3 HCM LOS A A A Lane NBLn1 EBLn1 WBLn1 Vol Left, % 87% 0% 18% Vol Thru, % 0% 58% 82% Vol Right, % 13% 42% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 127 152 22 LT Vol 110 0 4 Through Vol 0 88 18 RT Vol 17 64 0 Lane Flow Rate 138 165 24 Geometry Grp 1 1 1 Degree of Util (X) 0.167 0.181 0.03 Departure Headway (Hd) 4.353 3.942 4.464 Convergence, Y/N Yes Yes Yes Cap 813 894 807 Service Time 2.436 2.037 2.464 HCM Lane V/C Ratio 0.17 0.185 0.03 HCM Control Delay 8.3 7.9 7.6 HCM Lane LOS A A A HCM 95th-tile Q 0.6 0.7 0.1 P2180 EXISTING SCHOOL PM 3RD. ST. AT HEIFER ACCESS Page 1 Intersection Int Delay, s/veh 0.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 99 0 0 0 10 00002 Future Vol, veh/h 0 0 99 0 0 0 10 00002 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 0 0 108 0 0 0 11 00002 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 1 0 0 108 0 0 56 55 54 55 109 1 Stage 1 ------5454-11- Stage 2 ------21-54108- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1622 - - 1483 - - 941 836 1013 943 781 1084 Stage 1 ------958850-1022 895 - Stage 2 ------1021 895 - 958 806 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1622 - - 1483 - - 939 836 1013 943 781 1084 Mov Cap-2 Maneuver ------939836-943781- Stage 1 ------958850-1022 895 - Stage 2 ------1019 895 - 958 806 - Approach EB WB NB SB HCM Control Delay, s 0 0 8.9 8.3 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 939 1622 - - 1483 - - 1084 HCM Lane V/C Ratio 0.012 ------0.002 HCM Control Delay (s) 8.9 0 - - 0 - - 8.3 HCM Lane LOS A A - - A - - A HCM 95th %tile Q(veh) 0 0 - - 0 - - 0 P2180 EXISTING SCHOOL PM 2ND. ST. AT JOHN ST. Page 1 Intersection Int Delay, s/veh 0 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1 00100 Future Vol, veh/h 1 00100 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 1 00100 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 01021 Stage 1 - - - - 1 - Stage 2 - - - - 1 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1622 - 1021 1084 Stage 1 - - - - 1022 - Stage 2 - - - - 1022 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1622 - 1021 1084 Mov Cap-2 Maneuver - - - - 1021 - Stage 1 - - - - 1022 - Stage 2 - - - - 1022 - Approach EB WB NB HCM Control Delay, s 0 0 0 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) - - - 1622 - HCM Lane V/C Ratio ----- HCM Control Delay (s) 0 - - 0 - HCM Lane LOS A - - A - HCM 95th %tile Q(veh) - - - 0 - P2180 EXISTING SCHOOL PM 2ND. ST. AT BOND AVE. Page 1 Intersection Int Delay, s/veh 3.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 23 4 19 1 1 2 Future Vol, veh/h 23 4 19 1 1 2 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 25 4 21 1 1 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 29 0 70 27 Stage 1 - - - - 27 - Stage 2 - - - - 43 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1584 - 934 1048 Stage 1 - - - - 996 - Stage 2 - - - - 979 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1584 - 922 1048 Mov Cap-2 Maneuver - - - - 922 - Stage 1 - - - - 996 - Stage 2 - - - - 966 - Approach EB WB NB HCM Control Delay, s 0 6.9 8.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1002 - - 1584 - HCM Lane V/C Ratio 0.003 - - 0.013 - HCM Control Delay (s) 8.6 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - P2180 EXISTING PM6471 82283369240WORLD AVE.012574001818 91316 TH. ST.12423SHALL AVE. 17164 4301011313 RD. ST200004 JOHN ST. 01111102 2 ND. ST19724013223 RD. ST.00024002272 BOND AVE.126334TH. ST.01121002463 P2180 EXISTING PM WORLD AVE. AT SHALL AVE. Page 1 Intersection Intersection Delay, s/veh 7.5 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1 25 7 4 0 92 4 0 0 18 18 Future Vol, veh/h 0 1 25 7 4 0 92 4 0 0 18 18 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, %222222222222 Mvmt Flow 0 1 27 8 4 0 100 4 0 0 20 20 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 6.8 7.5 7.8 7 HCM LOS A A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 96% 0% 64% 0% Vol Thru, % 4% 4% 36% 50% Vol Right, % 0% 96% 0% 50% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 96 26 11 36 LT Vol 92 0 7 0 Through Vol 4 1 4 18 RT Vol 0 25 0 18 Lane Flow Rate 104 28 12 39 Geometry Grp 1111 Degree of Util (X) 0.122 0.028 0.014 0.041 Departure Headway (Hd) 4.226 3.614 4.333 3.783 Convergence, Y/N Yes Yes Yes Yes Cap 850 978 818 943 Service Time 2.243 1.684 2.403 1.819 HCM Lane V/C Ratio 0.122 0.029 0.015 0.041 HCM Control Delay 7.8 6.8 7.5 7 HCM Lane LOS AAAA HCM 95th-tile Q 0.4 0.1 0 0.1 P2180 EXISTING PM BOND AVE. AT 4TH.ST. Page 1 Intersection Int Delay, s/veh 1.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1 1 21 0 0 1 26 33 2 46 3 Future Vol, veh/h 0 1 1 21 0 0 1 26 33 2 46 3 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 0 1 1 23 0 0 1 28 36 2 50 3 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 104 122 52 105 105 46 53 0 0 64 0 0 Stage 1 56 56 - 48 48 ------- Stage 2 48 66 - 57 57 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 876 768 1016 875 785 1023 1553 - - 1538 - - Stage 1 956 848 - 965 855 ------- Stage 2 965 840 - 955 847 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 874 766 1016 872 783 1023 1553 - - 1538 - - Mov Cap-2 Maneuver 874 766 - 872 783 ------- Stage 1 955 847 - 964 854 ------- Stage 2 964 839 - 952 846 ------- Approach EB WB NB SB HCM Control Delay, s 9.1 9.2 0.1 0.3 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1553 - - 873 872 1538 - - HCM Lane V/C Ratio 0.001 - - 0.002 0.026 0.001 - - HCM Control Delay (s) 7.3 0 - 9.1 9.2 7.3 0 - HCM Lane LOS A A -AAAA - HCM 95th %tile Q(veh) 0 - - 0 0.1 0 - - P2180 EXISTING PM BOND AVE. AT 3RD.ST. Page 1 Intersection Intersection Delay, s/veh 7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 24 0013222272 Future Vol, veh/h 0 0 0 24 0013222272 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, %222222222222 Mvmt Flow 0 0 0 26 0013242292 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 0 7.4 6.6 7.1 HCM LOS - A A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 4% 0% 100% 6% Vol Thru, % 12% 100% 0% 87% Vol Right, % 85% 0% 0% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 26 0 24 31 LT Vol 1 0 24 2 Through Vol 3 0 0 27 RT Vol 22 0 0 2 Lane Flow Rate 28 0 26 34 Geometry Grp 1111 Degree of Util (X) 0.028 0 0.031 0.037 Departure Headway (Hd) 3.504 4.061 4.241 3.975 Convergence, Y/N Yes Yes Yes Yes Cap 1021 0 845 902 Service Time 1.526 2.087 2.26 1.993 HCM Lane V/C Ratio 0.027 0 0.031 0.038 HCM Control Delay 6.6 7.1 7.4 7.1 HCM Lane LOS A N A A HCM 95th-tile Q 0.1 0 0.1 0.1 P2180 EXISTING PM 6TH. ST. AT SHALL AVE. Page 1 Intersection Int Delay, s/veh 5.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 91 31 124 23 17 164 Future Vol, veh/h 91 31 124 23 17 164 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 165 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 99 34 135 25 18 178 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 160 0 - 0 380 148 Stage 1 - - - - 148 - Stage 2 - - - - 232 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1419 - - - 622 899 Stage 1 - - - - 880 - Stage 2 - - - - 807 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1419 - - - 578 899 Mov Cap-2 Maneuver - - - - 578 - Stage 1 - - - - 818 - Stage 2 - - - - 807 - Approach EB WB SB HCM Control Delay, s 5.8 0 10.5 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1419 - - - 854 HCM Lane V/C Ratio 0.07 - - - 0.23 HCM Control Delay (s) 7.7 - - - 10.5 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.2 - - - 0.9 P2180 EXISTING PM 3RD. ST. AT WORLD AVE. Page 1 Intersection Intersection Delay, s/veh 7.8 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 82 28 3 36 64 71 Future Vol, veh/h 82 28 3 36 64 71 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222 Mvmt Flow 89 30 3 39 70 77 Number of Lanes 100110 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 1 HCM Control Delay 7.8 7.6 7.9 HCM LOS A A A Lane NBLn1 EBLn1 WBLn1 Vol Left, % 47% 0% 8% Vol Thru, % 0% 75% 92% Vol Right, % 53% 25% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 135 110 39 LT Vol 64 0 3 Through Vol 0 82 36 RT Vol 71 28 0 Lane Flow Rate 147 120 42 Geometry Grp 1 1 1 Degree of Util (X) 0.163 0.135 0.051 Departure Headway (Hd) 3.991 4.071 4.3 Convergence, Y/N Yes Yes Yes Cap 886 869 820 Service Time 2.071 2.148 2.393 HCM Lane V/C Ratio 0.166 0.138 0.051 HCM Control Delay 7.9 7.8 7.6 HCM Lane LOS A A A HCM 95th-tile Q 0.6 0.5 0.2 P2180 EXISTING PM 3RD. ST. AT HEIFER ACCESS Page 1 Intersection Int Delay, s/veh 0.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 1 131 2 0 0 43 01004 Future Vol, veh/h 0 1 131 2 0 0 43 01004 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 0 1 142 2 0 0 47 01004 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 0 0 0 143 0 0 78 76 72 77 147 0 Stage 1 ------7272-44- Stage 2 ------64-73143- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver - - - 1440 - - 911 814 990 912 744 - Stage 1 ------938835-1018 892 - Stage 2 ------1016 892 - 937 779 - Platoon blocked, % - - - - Mov Cap-1 Maneuver - - - 1440 - - - 813 990 910 743 - Mov Cap-2 Maneuver -------813-910743- Stage 1 ------938835-1018 891 - Stage 2 ------1015 891 - 936 779 - Approach EB WB NB SB HCM Control Delay, s 0 7.5 HCM LOS - - Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)----1440 - - - HCM Lane V/C Ratio ----0.002 - - - HCM Control Delay (s) - 0 - - 7.5 0 - - HCM Lane LOS - A - - A A - - HCM 95th %tile Q(veh)----0--- P2180 EXISTING PM 2ND. ST. AT JOHN ST. Page 1 Intersection Int Delay, s/veh 3.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1 11101 Future Vol, veh/h 1 11101 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 1 11101 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 02052 Stage 1 - - - - 2 - Stage 2 - - - - 3 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1620 - 1017 1082 Stage 1 - - - - 1021 - Stage 2 - - - - 1020 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1620 - 1016 1082 Mov Cap-2 Maneuver - - - - 1016 - Stage 1 - - - - 1021 - Stage 2 - - - - 1019 - Approach EB WB NB HCM Control Delay, s 0 3.6 8.3 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1082 - - 1620 - HCM Lane V/C Ratio 0.001 - - 0.001 - HCM Control Delay (s) 8.3 - - 7.2 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - P2180 EXISTING PM 2ND. ST. AT BOND AVE. Page 1 Intersection Int Delay, s/veh 3.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 19 7 24 0 0 2 Future Vol, veh/h 19 7 24 0 0 2 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 21 8 26 0 0 2 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 29 0 77 25 Stage 1 - - - - 25 - Stage 2 - - - - 52 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1584 - 926 1051 Stage 1 - - - - 998 - Stage 2 - - - - 970 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1584 - 911 1051 Mov Cap-2 Maneuver - - - - 911 - Stage 1 - - - - 998 - Stage 2 - - - - 954 - Approach EB WB NB HCM Control Delay, s 0 7.3 8.4 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1051 - - 1584 - HCM Lane V/C Ratio 0.002 - - 0.016 - HCM Control Delay (s) 8.4 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0.1 - P2180 PROJECTED PHASE 1 AM2307246221480810DRIVE A13522261335227WORLD AVE.27181445716821102 270916 TH. ST.13760SHALL AVE. 30288 660113222133 RD. ST4150103 34 2584615352J O HN S T. 113 416 2 ND. ST514791101 3 RD. ST.1119226552 BOND AVE.2012124TH. ST.13119412596 P2180 PROJECTED PHASE 1 AM WORLD AVE. AT SHALL AVE. Intersection Intersection Delay, s/veh 9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 27 18 144 5 7 16 133 52 27 8 21 102 Future Vol, veh/h 27 18 144 5 7 16 133 52 27 8 21 102 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, %222222222222 Mvmt Flow 29 20 157 5 8 17 145 57 29 9 23 111 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.9 8 9.7 8.2 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 63% 14% 18% 6% Vol Thru, % 25% 10% 25% 16% Vol Right, % 13% 76% 57% 78% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 212 189 28 131 LT Vol 133 27 5 8 Through Vol 52 18 7 21 RT Vol 27 144 16 102 Lane Flow Rate 230 205 30 142 Geometry Grp 1111 Degree of Util (X) 0.299 0.251 0.04 0.17 Departure Headway (Hd) 4.673 4.393 4.729 4.288 Convergence, Y/N Yes Yes Yes Yes Cap 767 816 754 834 Service Time 2.712 2.43 2.781 2.329 HCM Lane V/C Ratio 0.3 0.251 0.04 0.17 HCM Control Delay 9.7 8.9 8 8.2 HCM Lane LOS AAAA HCM 95th-tile Q 1.3 1 0.1 0.6 P2180 PROJECTED PHASE 1 AM WORLD AVE. AT DRIVE A Intersection Int Delay, s/veh 2.6 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 13 5 8 10 22 26 Future Vol, veh/h 13 5 8 10 22 26 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 14 5 9 11 24 28 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 67 38 52 0 - 0 Stage 1 38 ----- Stage 2 29 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 938 1034 1554 - - - Stage 1 984 ----- Stage 2 994 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 932 1034 1554 - - - Mov Cap-2 Maneuver 932 ----- Stage 1 978 ----- Stage 2 994 ----- Approach SE NE SW HCM Control Delay, s 8.8 3.3 0 HCM LOS A Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1554 - 958 - - HCM Lane V/C Ratio 0.006 - 0.02 - - HCM Control Delay (s) 7.3 0 8.8 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.1 - - P2180 PROJECTED PHASE 1 AM BOND AVE. AT 4TH. ST. Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 3 11 9 4 1 20 12 12 2 59 6 Future Vol, veh/h 1 3 11 9 4 1 20 12 12 2 59 6 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 1 3 12 10 4 1 22 13 13 2 64 7 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 138 142 68 143 139 20 71 0 0 26 0 0 Stage 1 72 72 - 64 64 ------- Stage 2 66 70 - 79 75 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 833 749 995 826 752 1058 1529 - - 1588 - - Stage 1 938 835 - 947 842 ------- Stage 2 945 837 - 930 833 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 818 737 995 804 740 1058 1529 - - 1588 - - Mov Cap-2 Maneuver 818 737 - 804 740 ------- Stage 1 924 834 - 933 829 ------- Stage 2 925 824 - 914 832 ------- Approach EB WB NB SB HCM Control Delay, s 9 9.6 3.4 0.2 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1529 - - 918 798 1588 - - HCM Lane V/C Ratio 0.014 - - 0.018 0.019 0.001 - - HCM Control Delay (s) 7.4 0 - 9 9.6 7.3 0 - HCM Lane LOS A A -AAAA - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - - P2180 PROJECTED PHASE 1 AM BOND AVE. AT 3RD.ST. Intersection Intersection Delay, s/veh 7.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11192211016552 Future Vol, veh/h 11192211016552 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, %222222222222 Mvmt Flow 1 1 1 10 2 2 1 11 1 7 60 2 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7 7.2 7.1 7.3 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 8% 33% 69% 10% Vol Thru, % 83% 33% 15% 87% Vol Right, % 8% 33% 15% 3% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 12 3 13 63 LT Vol 1196 Through Vol 10 1 2 55 RT Vol 1122 Lane Flow Rate 13 3 14 68 Geometry Grp 1111 Degree of Util (X) 0.014 0.004 0.016 0.076 Departure Headway (Hd) 3.983 3.954 4.125 3.975 Convergence, Y/N Yes Yes Yes Yes Cap 899 902 866 905 Service Time 2.004 1.99 2.159 1.985 HCM Lane V/C Ratio 0.014 0.003 0.016 0.075 HCM Control Delay 7.1 7 7.2 7.3 HCM Lane LOS AAAA HCM 95th-tile Q 0 0 0 0.2 P2180 PROJECTED PHASE 1 AM 6TH. ST. AT SHALL AVE. Intersection Int Delay, s/veh 8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 270 91 137 60 30 288 Future Vol, veh/h 270 91 137 60 30 288 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 165 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 293 99 149 65 33 313 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 214 0 - 0 867 182 Stage 1 - - - - 182 - Stage 2 - - - - 685 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1356 - - - 323 861 Stage 1 - - - - 849 - Stage 2 - - - - 500 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1356 - - - 253 861 Mov Cap-2 Maneuver - - - - 253 - Stage 1 - - - - 666 - Stage 2 - - - - 500 - Approach EB WB SB HCM Control Delay, s 6.3 0 15 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1356 - - - 702 HCM Lane V/C Ratio 0.216 - - - 0.492 HCM Control Delay (s) 8.4 - - - 15 HCM Lane LOS A - - - C HCM 95th %tile Q(veh) 0.8 - - - 2.7 P2180 PROJECTED PHASE 1 AM 3RD. ST. AT WORLD AVE. Intersection Intersection Delay, s/veh 13.6 Intersection LOS B Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 246 221 4 80 230 7 Future Vol, veh/h 246 221 4 80 230 7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222 Mvmt Flow 267 240 4 87 250 8 Number of Lanes 100110 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 1 HCM Control Delay 15.1 9.2 12.1 HCM LOS C A B Lane NBLn1 EBLn1 WBLn1 Vol Left, % 97% 0% 5% Vol Thru, % 0% 53% 95% Vol Right, % 3% 47% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 237 467 84 LT Vol 230 0 4 Through Vol 0 246 80 RT Vol 7 221 0 Lane Flow Rate 258 508 91 Geometry Grp 1 1 1 Degree of Util (X) 0.39 0.633 0.133 Departure Headway (Hd) 5.452 4.492 5.25 Convergence, Y/N Yes Yes Yes Cap 652 797 675 Service Time 3.551 2.55 3.346 HCM Lane V/C Ratio 0.396 0.637 0.135 HCM Control Delay 12.1 15.1 9.2 HCM Lane LOS B C A HCM 95th-tile Q 1.8 4.6 0.5 P2180 PROJECTED PHASE 1 AM 3RD. ST. AT HEIFER ACCESS Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 22 213 4 15 0 66 01103 Future Vol, veh/h 13 22 213 4 15 0 66 01103 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 14 24 232 4 16 0 72 01103 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 16 0 0 256 0 0 194 192 140 193 308 16 Stage 1 ------168168-2424- Stage 2 ------2624-169284- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1602 - - 1309 - - 765 703 908 767 606 1063 Stage 1 ------834759-994875- Stage 2 ------992875-833676- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1602 - - 1309 - - 755 694 908 759 598 1063 Mov Cap-2 Maneuver ------755694-759598- Stage 1 ------826751-984872- Stage 2 ------986872-824669- Approach EB WB NB SB HCM Control Delay, s 0.4 1.6 10.3 8.7 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 757 1602 - - 1309 - - 966 HCM Lane V/C Ratio 0.096 0.009 - - 0.003 - - 0.005 HCM Control Delay (s) 10.3 7.3 0 - 7.8 0 - 8.7 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.3 0 - - 0 - - 0 P2180 PROJECTED PHASE 1 AM 2ND. ST. AT JOHN ST. Intersection Int Delay, s/veh 4.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 2 58434 Future Vol, veh/h 2 58434 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 2 59434 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 7 0 27 5 Stage 1 - - - - 5 - Stage 2 - - - - 22 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1614 - 988 1078 Stage 1 - - - - 1018 - Stage 2 - - - - 1001 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1614 - 982 1078 Mov Cap-2 Maneuver - - - - 982 - Stage 1 - - - - 1018 - Stage 2 - - - - 995 - Approach EB WB NB HCM Control Delay, s 0 4.8 8.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1035 - - 1614 - HCM Lane V/C Ratio 0.007 - - 0.005 - HCM Control Delay (s) 8.5 - - 7.2 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - P2180 PROJECTED PHASE 1 AM 2ND. ST. AT BOND AVE. Intersection Int Delay, s/veh 6.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 5 1 47 9 4 16 Future Vol, veh/h 5 1 47 9 4 16 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 5 1 51 10 4 17 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 6 0 118 6 Stage 1 - - - - 6 - Stage 2 - - - - 112 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1615 - 878 1077 Stage 1 - - - - 1017 - Stage 2 - - - - 913 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1615 - 850 1077 Mov Cap-2 Maneuver - - - - 850 - Stage 1 - - - - 1017 - Stage 2 - - - - 884 - Approach EB WB NB HCM Control Delay, s 0 6.1 8.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1022 - - 1615 - HCM Lane V/C Ratio 0.021 - - 0.032 - HCM Control Delay (s) 8.6 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0.1 - P2180 PROJECTED PHASE 1 SCHOOL PM1692113483679614DRIVE A2081314108246WORLD AVE.9581281371346192 114566 TH. ST.17037SHALL AVE. 77321 53022111383 RD. ST2170102 37 43431320162J OH N S T. 17 24 2 ND. ST3562351326 3 RD. ST.23322115261 BOND AVE.1029164TH. ST.231826212464 P2180 PROJECTED PHASE 1 SCHOOL PM WORLD AVE. AT SHALL AVE. Intersection Intersection Delay, s/veh 8.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 5 81 28 13 7 108 24 6 13 46 192 Future Vol, veh/h 9 5 81 28 13 7 108 24 6 13 46 192 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, %222222222222 Mvmt Flow 10 5 88 30 14 8 117 26 7 14 50 209 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.1 8.4 8.9 8.8 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 78% 9% 58% 5% Vol Thru, % 17% 5% 27% 18% Vol Right, % 4% 85% 15% 76% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 138 95 48 251 LT Vol 108 9 28 13 Through Vol 24 5 13 46 RT Vol 6 81 7 192 Lane Flow Rate 150 103 52 273 Geometry Grp 1111 Degree of Util (X) 0.196 0.127 0.073 0.305 Departure Headway (Hd) 4.701 4.421 5.004 4.023 Convergence, Y/N Yes Yes Yes Yes Cap 762 809 714 892 Service Time 2.734 2.459 3.045 2.051 HCM Lane V/C Ratio 0.197 0.127 0.073 0.306 HCM Control Delay 8.9 8.1 8.4 8.8 HCM Lane LOS AAAA HCM 95th-tile Q 0.7 0.4 0.2 1.3 P2180 PROJECTED PHASE 1 SCHOOL PM WORLD AVE. AT DRIVE A Intersection Int Delay, s/veh 3.9 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 20 8 6 14 13 14 Future Vol, veh/h 20 8 6 14 13 14 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 22 9 7 15 14 15 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 51 22 29 0 - 0 Stage 1 22 ----- Stage 2 29 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 958 1055 1584 - - - Stage 1 1001 ----- Stage 2 994 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 954 1055 1584 - - - Mov Cap-2 Maneuver 954 ----- Stage 1 997 ----- Stage 2 994 ----- Approach SE NE SW HCM Control Delay, s 8.8 2.2 0 HCM LOS A Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1584 - 981 - - HCM Lane V/C Ratio 0.004 - 0.031 - - HCM Control Delay (s) 7.3 0 8.8 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.1 - - P2180 PROJECTED PHASE 1 SCHOOL PM BOND AVE. AT 4TH. ST. Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 3 18 26 2 1 10 29 16 2 46 4 Future Vol, veh/h 2 3 18 26 2 1 10 29 16 2 46 4 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 2 3 20 28 2 1 11 32 17 2 50 4 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 120 127 52 131 121 41 54 0 0 49 0 0 Stage 1 56 56 - 63 63 ------- Stage 2 64 71 - 68 58 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 855 764 1016 841 769 1030 1551 - - 1558 - - Stage 1 956 848 - 948 842 ------- Stage 2 947 836 - 942 847 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 847 758 1016 817 763 1030 1551 - - 1558 - - Mov Cap-2 Maneuver 847 758 - 817 763 ------- Stage 1 949 847 - 941 836 ------- Stage 2 937 830 - 919 846 ------- Approach EB WB NB SB HCM Control Delay, s 8.9 9.6 1.3 0.3 HCM LOS A A Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1551 - - 957 819 1558 - - HCM Lane V/C Ratio 0.007 - - 0.026 0.038 0.001 - - HCM Control Delay (s) 7.3 0 - 8.9 9.6 7.3 0 - HCM Lane LOS A A -AAAA - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - - P2180 PROJECTED PHASE 1 SCHOOL PM BOND AVE. AT 3RD. ST. Intersection Intersection Delay, s/veh 7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 3 3 22 1113265261 Future Vol, veh/h 2 3 3 22 1113265261 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, %222222222222 Mvmt Flow 2 3 3 24 1113285281 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7 7.4 6.6 7.2 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 3% 25% 92% 16% Vol Thru, % 10% 38% 4% 81% Vol Right, % 87% 38% 4% 3% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 30 8 24 32 LT Vol 1 2 22 5 Through Vol 3 3 1 26 RT Vol 26 3 1 1 Lane Flow Rate 33 9 26 35 Geometry Grp 1111 Degree of Util (X) 0.032 0.009 0.031 0.039 Departure Headway (Hd) 3.507 3.896 4.216 4.032 Convergence, Y/N Yes Yes Yes Yes Cap 1020 918 850 889 Service Time 1.532 1.924 2.239 2.052 HCM Lane V/C Ratio 0.032 0.01 0.031 0.039 HCM Control Delay 6.6 7 7.4 7.2 HCM Lane LOS AAAA HCM 95th-tile Q 0.1 0 0.1 0.1 P2180 PROJECTED PHASE 1 SCHOOL PM 6TH. ST. AT SHALL AVE. Intersection Int Delay, s/veh 9.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 114 56 170 37 77 321 Future Vol, veh/h 114 56 170 37 77 321 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 165 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 124 61 185 40 84 349 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 225 0 - 0 514 205 Stage 1 - - - - 205 - Stage 2 - - - - 309 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1344 - - - 521 836 Stage 1 - - - - 829 - Stage 2 - - - - 745 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1344 - - - 473 836 Mov Cap-2 Maneuver - - - - 473 - Stage 1 - - - - 753 - Stage 2 - - - - 745 - Approach EB WB SB HCM Control Delay, s 5.3 0 16.9 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1344 - - - 728 HCM Lane V/C Ratio 0.092 - - - 0.594 HCM Control Delay (s) 8 - - - 16.9 HCM Lane LOS A - - - C HCM 95th %tile Q(veh) 0.3 - - - 4 P2180 PROJECTED PHASE 1 SCHOOL PM 3RD. ST. AT WORLD AVE. Intersection Intersection Delay, s/veh 9.2 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 134 83 6 79 169 21 Future Vol, veh/h 134 83 6 79 169 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222 Mvmt Flow 146 90 7 86 184 23 Number of Lanes 100110 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 1 HCM Control Delay 9.1 8.4 9.6 HCM LOS A A A Lane NBLn1 EBLn1 WBLn1 Vol Left, % 89% 0% 7% Vol Thru, % 0% 62% 93% Vol Right, % 11% 38% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 190 217 85 LT Vol 169 0 6 Through Vol 0 134 79 RT Vol 21 83 0 Lane Flow Rate 207 236 92 Geometry Grp 1 1 1 Degree of Util (X) 0.274 0.284 0.121 Departure Headway (Hd) 4.781 4.334 4.725 Convergence, Y/N Yes Yes Yes Cap 752 830 758 Service Time 2.814 2.359 2.759 HCM Lane V/C Ratio 0.275 0.284 0.121 HCM Control Delay 9.6 9.1 8.4 HCM Lane LOS A A A HCM 95th-tile Q 1.1 1.2 0.4 P2180 PROJECTED PHASE 1 SCHOOL PM 3RD. ST. AT HEIFER ACCESS Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 11 138 2 17 0 53 02102 Future Vol, veh/h 2 11 138 2 17 0 53 02102 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 2 12 150 2 18 0 58 02102 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 18 0 0 162 0 0 114 113 87 114 188 18 Stage 1 ------9191-2222- Stage 2 ------2322-92166- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1599 - - 1417 - - 863 777 971 863 707 1061 Stage 1 ------916820-996877- Stage 2 ------995877-915761- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1599 - - 1417 - - 860 775 971 860 706 1061 Mov Cap-2 Maneuver ------860775-860706- Stage 1 ------915819-995876- Stage 2 ------992876-912760- Approach EB WB NB SB HCM Control Delay, s 0.1 0.8 9.5 8.7 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 864 1599 - - 1417 - - 984 HCM Lane V/C Ratio 0.069 0.001 - - 0.002 - - 0.003 HCM Control Delay (s) 9.5 7.3 0 - 7.5 0 - 8.7 HCM Lane LOS A A A - A A - A HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0 P2180 PROJECTED PHASE 1 SCHOOL PM 2ND. ST. AT JOHN ST. Intersection Int Delay, s/veh 4.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 4 34337 Future Vol, veh/h 4 34337 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 4 34338 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 7 0 17 6 Stage 1 - - - - 6 - Stage 2 - - - - 11 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1614 - 1001 1077 Stage 1 - - - - 1017 - Stage 2 - - - - 1012 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1614 - 999 1077 Mov Cap-2 Maneuver - - - - 999 - Stage 1 - - - - 1017 - Stage 2 - - - - 1010 - Approach EB WB NB HCM Control Delay, s 0 4.1 8.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1052 - - 1614 - HCM Lane V/C Ratio 0.01 - - 0.003 - HCM Control Delay (s) 8.5 - - 7.2 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - P2180 PROJECTED PHASE 1 SCHOOL PM 2ND. ST. AT BOND AVE. Intersection Int Delay, s/veh 2.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 35 6 23 5 2 4 Future Vol, veh/h 35 6 23 5 2 4 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 38 7 25 5 2 4 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 45 0 97 42 Stage 1 - - - - 42 - Stage 2 - - - - 55 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1563 - 902 1029 Stage 1 - - - - 980 - Stage 2 - - - - 968 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1563 - 888 1029 Mov Cap-2 Maneuver - - - - 888 - Stage 1 - - - - 980 - Stage 2 - - - - 953 - Approach EB WB NB HCM Control Delay, s 0 6 8.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 977 - - 1563 - HCM Lane V/C Ratio 0.007 - - 0.016 - HCM Control Delay (s) 8.7 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - P2180 PROJECTED PHASE 1 PM13685143485129921DRIVE A3012192195233WORLD AVE.11930191211205338 112506 TH. ST.16934SHALL AVE. 34201 112042171863 RD. ST2280105 511 66741734251J O HN S T. 112 15 2 ND. ST34112951228 3 RD. ST.22229115354 BOND AVE.1532384TH. ST.262624315568 P2180 PROJECTED PHASE 1 PM WORLD AVE. AT SHALL AVE. Intersection Intersection Delay, s/veh 7.9 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 9 30 19 12 11 95 23 3 20 53 38 Future Vol, veh/h 11 9 30 19 12 11 95 23 3 20 53 38 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, %222222222222 Mvmt Flow 12 10 33 21 13 12 103 25 3 22 58 41 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.5 7.8 8.3 7.8 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 79% 22% 45% 18% Vol Thru, % 19% 18% 29% 48% Vol Right, % 2% 60% 26% 34% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 121 50 42 111 LT Vol 95 11 19 20 Through Vol 23 9 12 53 RT Vol 3 30 11 38 Lane Flow Rate 132 54 46 121 Geometry Grp 1111 Degree of Util (X) 0.159 0.064 0.057 0.135 Departure Headway (Hd) 4.343 4.232 4.489 4.04 Convergence, Y/N Yes Yes Yes Yes Cap 814 851 802 871 Service Time 2.431 2.234 2.491 2.14 HCM Lane V/C Ratio 0.162 0.063 0.057 0.139 HCM Control Delay 8.3 7.5 7.8 7.8 HCM Lane LOS AAAA HCM 95th-tile Q 0.6 0.2 0.2 0.5 P2180 PROJECTED PHASE 1 PM WORLD AVE. AT DRIVE A Intersection Int Delay, s/veh 4 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 30 12 9 21 19 21 Future Vol, veh/h 30 12 9 21 19 21 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 33 13 10 23 21 23 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 76 33 44 0 - 0 Stage 1 33 ----- Stage 2 43 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 927 1041 1564 - - - Stage 1 989 ----- Stage 2 979 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 921 1041 1564 - - - Mov Cap-2 Maneuver 921 ----- Stage 1 983 ----- Stage 2 979 ----- Approach SE NE SW HCM Control Delay, s 9 2.2 0 HCM LOS A Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1564 - 952 - - HCM Lane V/C Ratio 0.006 - 0.048 - - HCM Control Delay (s) 7.3 0 9 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.2 - - P2180 PROJECTED PHASE 1 PM BOND AVE. AT 4TH. ST. Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 6 26 24 3 1 15 32 38 5 56 8 Future Vol, veh/h 2 6 26 24 3 1 15 32 38 5 56 8 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 2 7 28 26 3 1 16 35 41 5 61 9 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 166 184 66 181 168 56 70 0 0 76 0 0 Stage 1 76 76 - 88 88 ------- Stage 2 90 108 - 93 80 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 798 710 998 781 725 1011 1531 - - 1523 - - Stage 1 933 832 - 920 822 ------- Stage 2 917 806 - 914 828 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 786 700 998 746 715 1011 1531 - - 1523 - - Mov Cap-2 Maneuver 786 700 - 746 715 ------- Stage 1 923 830 - 910 813 ------- Stage 2 902 797 - 878 826 ------- Approach EB WB NB SB HCM Control Delay, s 9.1 10 1.3 0.5 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1531 - - 915 750 1523 - - HCM Lane V/C Ratio 0.011 - - 0.04 0.041 0.004 - - HCM Control Delay (s) 7.4 0 - 9.1 10 7.4 0 - HCM Lane LOS A A -ABAA - HCM 95th %tile Q(veh) 0 - - 0.1 0.1 0 - - P2180 PROJECTED PHASE 1 PM BOND AVE. AT 3RD. ST. Intersection Intersection Delay, s/veh 7.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 2 2 29 1112285354 Future Vol, veh/h 2 2 2 29 1112285354 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, %222222222222 Mvmt Flow 2 2 2 32 1112305384 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7 7.5 6.7 7.2 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 3% 33% 94% 11% Vol Thru, % 6% 33% 3% 80% Vol Right, % 90% 33% 3% 9% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 31 6 31 44 LT Vol 1 2 29 5 Through Vol 2 2 1 35 RT Vol 28 2 1 4 Lane Flow Rate 34 7 34 48 Geometry Grp 1111 Degree of Util (X) 0.033 0.007 0.04 0.053 Departure Headway (Hd) 3.505 3.969 4.249 3.998 Convergence, Y/N Yes Yes Yes Yes Cap 1019 899 843 896 Service Time 1.535 2.003 2.275 2.022 HCM Lane V/C Ratio 0.033 0.008 0.04 0.054 HCM Control Delay 6.7 7 7.5 7.2 HCM Lane LOS AAAA HCM 95th-tile Q 0.1 0 0.1 0.2 P2180 PROJECTED PHASE 1 PM 6TH. ST. AT SHALL AVE. Intersection Int Delay, s/veh 6.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 112 50 169 34 34 201 Future Vol, veh/h 112 50 169 34 34 201 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 165 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 122 54 184 37 37 218 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 221 0 - 0 501 203 Stage 1 - - - - 203 - Stage 2 - - - - 298 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1348 - - - 530 838 Stage 1 - - - - 831 - Stage 2 - - - - 753 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1348 - - - 482 838 Mov Cap-2 Maneuver - - - - 482 - Stage 1 - - - - 755 - Stage 2 - - - - 753 - Approach EB WB SB HCM Control Delay, s 5.5 0 12.2 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1348 - - - 757 HCM Lane V/C Ratio 0.09 - - - 0.337 HCM Control Delay (s) 7.9 - - - 12.2 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.3 - - - 1.5 P2180 PROJECTED PHASE 1 PM 3RD.ST. AT WORLD AVE. Intersection Intersection Delay, s/veh 9.4 Intersection LOS A Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 143 48 5 129 136 85 Future Vol, veh/h 143 48 5 129 136 85 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222 Mvmt Flow 155 52 5 140 148 92 Number of Lanes 100110 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 1 HCM Control Delay 9.2 8.9 9.8 HCM LOS A A A Lane NBLn1 EBLn1 WBLn1 Vol Left, % 62% 0% 4% Vol Thru, % 0% 75% 96% Vol Right, % 38% 25% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 221 191 134 LT Vol 136 0 5 Through Vol 0 143 129 RT Vol 85 48 0 Lane Flow Rate 240 208 146 Geometry Grp 1 1 1 Degree of Util (X) 0.309 0.262 0.193 Departure Headway (Hd) 4.638 4.54 4.762 Convergence, Y/N Yes Yes Yes Cap 774 789 752 Service Time 2.68 2.578 2.804 HCM Lane V/C Ratio 0.31 0.264 0.194 HCM Control Delay 9.8 9.2 8.9 HCM Lane LOS A A A HCM 95th-tile Q 1.3 1 0.7 P2180 PROJECTED PHASE 1 PM 3RD.ST. AT HEIFER ACCESS Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 17 186 2 28 0 112 04105 Future Vol, veh/h 2 17 186 2 28 0 112 04105 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 2 18 202 2 30 0 122 04105 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 30 0 0 220 0 0 160 157 119 159 258 30 Stage 1 ------123123-3434- Stage 2 ------3734-125224- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1583 - - 1349 - - 806 735 933 807 646 1044 Stage 1 ------881794-982867- Stage 2 ------978867-879718- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1583 - - 1349 - - 800 733 933 801 644 1044 Mov Cap-2 Maneuver ------800733-801644- Stage 1 ------880793-981865- Stage 2 ------971865-874717- Approach EB WB NB SB HCM Control Delay, s 0.1 0.5 10.3 8.6 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 804 1583 - - 1349 - - 994 HCM Lane V/C Ratio 0.157 0.001 - - 0.002 - - 0.007 HCM Control Delay (s) 10.3 7.3 0 - 7.7 0 - 8.6 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.6 0 - - 0 - - 0 P2180 PROJECTED PHASE 1 PM 2ND. ST. AT JOHN ST. Intersection Int Delay, s/veh 4.8 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 6 674511 Future Vol, veh/h 6 674511 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 7 784512 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 14 0 31 11 Stage 1 - - - - 11 - Stage 2 - - - - 20 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1604 - 983 1070 Stage 1 - - - - 1012 - Stage 2 - - - - 1003 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1604 - 978 1070 Mov Cap-2 Maneuver - - - - 978 - Stage 1 - - - - 1012 - Stage 2 - - - - 998 - Approach EB WB NB HCM Control Delay, s 0 4.6 8.5 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1039 - - 1604 - HCM Lane V/C Ratio 0.017 - - 0.005 - HCM Control Delay (s) 8.5 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - P2180 PROJECTED PHASE 1 PM 2ND. ST. AT BOND AVE. Intersection Int Delay, s/veh 3.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 34 11 29 5 1 5 Future Vol, veh/h 34 11 29 5 1 5 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 37 12 32 5 1 5 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 49 0 112 43 Stage 1 - - - - 43 - Stage 2 - - - - 69 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1558 - 885 1027 Stage 1 - - - - 979 - Stage 2 - - - - 954 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1558 - 866 1027 Mov Cap-2 Maneuver - - - - 866 - Stage 1 - - - - 979 - Stage 2 - - - - 934 - Approach EB WB NB HCM Control Delay, s 0 6.3 8.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 996 - - 1558 - HCM Lane V/C Ratio 0.007 - - 0.02 - HCM Control Delay (s) 8.6 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0.1 - P2180 PROJECTED 10-YEAR AM275932824471421927DRIVE A341449581388532WORLD AVE.46261481416352346117 2891316 TH. ST.16479SHALL AVE. 43306 1100313482713 RD. ST7350103 711 612179838642J O H N S T . 139 718 2 ND. ST14350191103 3 RD. ST.33311447594 BOND AVE.4415124TH. ST.372899146113 P2180 PROJECTED 10-YEAR AM WORLD AVE. AT SHALL AVE. Intersection Intersection Delay, s/veh 10.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 46 26 148 14 16 35 138 85 32 23 46 117 Future Vol, veh/h 46 26 148 14 16 35 138 85 32 23 46 117 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, %222222222222 Mvmt Flow 50 28 161 15 17 38 150 92 35 25 50 127 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 10.2 8.8 11.1 9.5 HCM LOS BABA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 54% 21% 22% 12% Vol Thru, % 33% 12% 25% 25% Vol Right, % 13% 67% 54% 63% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 255 220 65 186 LT Vol 138 46 14 23 Through Vol 85 26 16 46 RT Vol 32 148 35 117 Lane Flow Rate 277 239 71 202 Geometry Grp 1111 Degree of Util (X) 0.382 0.319 0.103 0.263 Departure Headway (Hd) 4.958 4.8 5.231 4.688 Convergence, Y/N Yes Yes Yes Yes Cap 718 739 690 756 Service Time 3.048 2.888 3.231 2.783 HCM Lane V/C Ratio 0.386 0.323 0.103 0.267 HCM Control Delay 11.1 10.2 8.8 9.5 HCM Lane LOS BBAA HCM 95th-tile Q 1.8 1.4 0.3 1.1 P2180 PROJECTED 10-YEAR AM WORLD AVE. AT DRIVE A Intersection Int Delay, s/veh 3 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 34 14 19 27 49 58 Future Vol, veh/h 34 14 19 27 49 58 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 37 15 21 29 53 63 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 156 85 116 0 - 0 Stage 1 85 ----- Stage 2 71 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 835 974 1473 - - - Stage 1 938 ----- Stage 2 952 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 823 974 1473 - - - Mov Cap-2 Maneuver 823 ----- Stage 1 925 ----- Stage 2 952 ----- Approach SE NE SW HCM Control Delay, s 9.4 3.1 0 HCM LOS A Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1473 - 862 - - HCM Lane V/C Ratio 0.014 - 0.061 - - HCM Control Delay (s) 7.5 0 9.4 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.2 - - P2180 PROJECTED 10-YEAR AM BOND AVE. AT 4TH. ST. Intersection Int Delay, s/veh 4.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 7 28 9 9 1 44 15 12 4 61 13 Future Vol, veh/h 3 7 28 9 9 1 44 15 12 4 61 13 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 3 8 30 10 10 1 48 16 13 4 66 14 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 205 206 73 219 207 23 80 0 0 29 0 0 Stage 1 81 81 - 119 119 ------- Stage 2 124 125 - 100 88 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 753 691 989 737 690 1054 1518 - - 1584 - - Stage 1 927 828 - 885 797 ------- Stage 2 880 792 - 906 822 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 724 667 989 689 666 1054 1518 - - 1584 - - Mov Cap-2 Maneuver 724 667 - 689 666 ------- Stage 1 897 826 - 857 771 ------- Stage 2 840 767 - 867 820 ------- Approach EB WB NB SB HCM Control Delay, s 9.3 10.4 4.6 0.4 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1518 - - 885 690 1584 - - HCM Lane V/C Ratio 0.032 - - 0.047 0.03 0.003 - - HCM Control Delay (s) 7.4 0 - 9.3 10.4 7.3 0 - HCM Lane LOS A A -ABAA - HCM 95th %tile Q(veh) 0.1 - - 0.1 0.1 0 - - P2180 PROJECTED 10-YEAR AM BOND AVE. AT 3RD. ST. Intersection Intersection Delay, s/veh 7.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 3 3 11 4 4 1 10 3 7 59 4 Future Vol, veh/h 3 3 3 11 4 4 1 10 3 7 59 4 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, %222222222222 Mvmt Flow 3 3 3 12 4 4 1 11 3 8 64 4 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.1 7.2 7 7.4 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 7% 33% 58% 10% Vol Thru, % 71% 33% 21% 84% Vol Right, % 21% 33% 21% 6% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 14 9 19 70 LT Vol 1 3 11 7 Through Vol 10 3 4 59 RT Vol 3344 Lane Flow Rate 15 10 21 76 Geometry Grp 1111 Degree of Util (X) 0.017 0.011 0.023 0.084 Departure Headway (Hd) 3.93 3.976 4.091 3.984 Convergence, Y/N Yes Yes Yes Yes Cap 910 896 872 901 Service Time 1.957 2.018 2.13 2.001 HCM Lane V/C Ratio 0.016 0.011 0.024 0.084 HCM Control Delay 7 7.1 7.2 7.4 HCM Lane LOS AAAA HCM 95th-tile Q 0.1 0 0.1 0.3 P2180 PROJECTED 10-YEAR AM 6TH. ST. AT SHALL AVE. Intersection Int Delay, s/veh 9.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 289 131 164 79 43 306 Future Vol, veh/h 289 131 164 79 43 306 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 165 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 314 142 178 86 47 333 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 264 0 - 0 991 221 Stage 1 - - - - 221 - Stage 2 - - - - 770 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1300 - - - 273 819 Stage 1 - - - - 816 - Stage 2 - - - - 457 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1300 - - - 207 819 Mov Cap-2 Maneuver - - - - 207 - Stage 1 - - - - 619 - Stage 2 - - - - 457 - Approach EB WB SB HCM Control Delay, s 6 0 20.7 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1300 - - - 600 HCM Lane V/C Ratio 0.242 - - - 0.632 HCM Control Delay (s) 8.6 - - - 20.7 HCM Lane LOS A - - - C HCM 95th %tile Q(veh) 0.9 - - - 4.4 P2180 PROJECTED 10-YEAR AM 3RD. ST. AT HEIFER ACCESS Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 13 48 271 7 35 0 110 03103 Future Vol, veh/h 13 48 271 7 35 0 110 03103 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 14 52 295 8 38 0 120 03103 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 38 0 0 347 0 0 284 282 200 283 429 38 Stage 1 ------228228-5454- Stage 2 ------5654-229375- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1572 - - 1212 - - 668 627 841 669 518 1034 Stage 1 ------775715-958850- Stage 2 ------956850-774617- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1572 - - 1212 - - 657 616 841 658 509 1034 Mov Cap-2 Maneuver ------657616-658509- Stage 1 ------766707-947844- Stage 2 ------946844-763610- Approach EB WB NB SB HCM Control Delay, s 0.3 1.3 11.7 9 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 661 1572 - - 1212 - - 905 HCM Lane V/C Ratio 0.186 0.009 - - 0.006 - - 0.005 HCM Control Delay (s) 11.7 7.3 0 - 8 0 - 9 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.7 0 - - 0 - - 0 P2180 PROJECTED 10-YEAR AM 3RD. ST. AT WORLD AVE. Intersection Intersection Delay, s/veh 22.9 Intersection LOS C Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 328 244 7 142 275 9 Future Vol, veh/h 328 244 7 142 275 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222 Mvmt Flow 357 265 8 154 299 10 Number of Lanes 100110 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 1 HCM Control Delay 29.7 10.9 15.6 HCM LOS D B C Lane NBLn1 EBLn1 WBLn1 Vol Left, % 97% 0% 5% Vol Thru, % 0% 57% 95% Vol Right, % 3% 43% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 284 572 149 LT Vol 275 0 7 Through Vol 0 328 142 RT Vol 9 244 0 Lane Flow Rate 309 622 162 Geometry Grp 1 1 1 Degree of Util (X) 0.522 0.853 0.262 Departure Headway (Hd) 6.091 4.94 5.816 Convergence, Y/N Yes Yes Yes Cap 593 734 615 Service Time 4.137 2.981 3.874 HCM Lane V/C Ratio 0.521 0.847 0.263 HCM Control Delay 15.6 29.7 10.9 HCM Lane LOS C D B HCM 95th-tile Q 3 10 1 P2180 PROJECTED 10-YEAR AM 2ND. ST. AT JOHN ST. Intersection Int Delay, s/veh 4.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 6 12 17 9 7 11 Future Vol, veh/h 6 12 17 9 7 11 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 7 13 18 10 8 12 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 20 0 60 14 Stage 1 - - - - 14 - Stage 2 - - - - 46 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1596 - 947 1066 Stage 1 - - - - 1009 - Stage 2 - - - - 976 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1596 - 937 1066 Mov Cap-2 Maneuver - - - - 937 - Stage 1 - - - - 1009 - Stage 2 - - - - 965 - Approach EB WB NB HCM Control Delay, s 0 4.8 8.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1012 - - 1596 - HCM Lane V/C Ratio 0.019 - - 0.012 - HCM Control Delay (s) 8.6 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - P2180 PROJECTED 10-YEAR AM 2ND. ST. AT BOND AVE. Intersection Int Delay, s/veh 5.3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 14 3 50 19 7 18 Future Vol, veh/h 14 3 50 19 7 18 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 15 3 54 21 8 20 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 18 0 146 17 Stage 1 - - - - 17 - Stage 2 - - - - 129 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1599 - 846 1062 Stage 1 - - - - 1006 - Stage 2 - - - - 897 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1599 - 817 1062 Mov Cap-2 Maneuver - - - - 817 - Stage 1 - - - - 1006 - Stage 2 - - - - 867 - Approach EB WB NB HCM Control Delay, s 0 5.3 8.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 980 - - 1599 - HCM Lane V/C Ratio 0.028 - - 0.034 - HCM Control Delay (s) 8.8 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0.1 - P2180 PROJECTED 10-YEAR SCHOOL PM2112320510481371530DRIVE A401736421125210WORLD AVE.2613853721242770206 130906 TH. ST.19554SHALL AVE. 88338 95032331883 RD. ST4360102 713 891272644452J O H N S T . 131 46 2 ND. ST43825131328 3 RD. ST.34424337293 BOND AVE.3131164TH. ST.3734266134710 P2180 PROJECTED 10-YEAR SCHOOL PM WORLD AVE. AT SHALL AVE. Intersection Intersection Delay, s/veh 9.7 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 26 13 85 37 21 24 112 52 10 27 70 206 Future Vol, veh/h 26 13 85 37 21 24 112 52 10 27 70 206 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, %222222222222 Mvmt Flow 28 14 92 40 23 26 122 57 11 29 76 224 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 9 9.1 9.8 10.2 HCM LOS AAAB Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 64% 21% 45% 9% Vol Thru, % 30% 10% 26% 23% Vol Right, % 6% 69% 29% 68% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 174 124 82 303 LT Vol 112 26 37 27 Through Vol 52 13 21 70 RT Vol 10 85 24 206 Lane Flow Rate 189 135 89 329 Geometry Grp 1111 Degree of Util (X) 0.26 0.182 0.129 0.396 Departure Headway (Hd) 4.947 4.853 5.199 4.334 Convergence, Y/N Yes Yes Yes Yes Cap 721 732 683 823 Service Time 3.015 2.932 3.284 2.392 HCM Lane V/C Ratio 0.262 0.184 0.13 0.4 HCM Control Delay 9.8 9 9.1 10.2 HCM Lane LOS AAAB HCM 95th-tile Q 1 0.7 0.4 1.9 P2180 PROJECTED 10-YEAR SCHOOL PM WORLD AVE. AT DRIVE A Intersection Int Delay, s/veh 3.6 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 40 17 15 30 36 42 Future Vol, veh/h 40 17 15 30 36 42 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 43 18 16 33 39 46 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 127 62 85 0 - 0 Stage 1 62 ----- Stage 2 65 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 868 1003 1512 - - - Stage 1 961 ----- Stage 2 958 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 858 1003 1512 - - - Mov Cap-2 Maneuver 858 ----- Stage 1 950 ----- Stage 2 958 ----- Approach SE NE SW HCM Control Delay, s 9.3 2.5 0 HCM LOS A Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1512 - 897 - - HCM Lane V/C Ratio 0.011 - 0.069 - - HCM Control Delay (s) 7.4 0 9.3 - - HCM Lane LOS A A A - - HCM 95th %tile Q(veh) 0 - 0.2 - - P2180 PROJECTED 10-YEAR SCHOOL PM BOND AVE. AT 4TH. ST. Intersection Int Delay, s/veh 4.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 7 34 26 6 1 31 31 16 3 47 10 Future Vol, veh/h 3 7 34 26 6 1 31 31 16 3 47 10 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 3 8 37 28 7 1 34 34 17 3 51 11 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 178 182 57 196 179 43 62 0 0 51 0 0 Stage 1 63 63 - 111 111 ------- Stage 2 115 119 - 85 68 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 784 712 1009 763 715 1027 1541 - - 1555 - - Stage 1 948 842 - 894 804 ------- Stage 2 890 797 - 923 838 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 763 694 1009 715 697 1027 1541 - - 1555 - - Mov Cap-2 Maneuver 763 694 - 715 697 ------- Stage 1 926 840 - 873 786 ------- Stage 2 861 779 - 879 836 ------- Approach EB WB NB SB HCM Control Delay, s 9.1 10.3 2.9 0.4 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1541 - - 922 718 1555 - - HCM Lane V/C Ratio 0.022 - - 0.052 0.05 0.002 - - HCM Control Delay (s) 7.4 0 - 9.1 10.3 7.3 0 - HCM Lane LOS A A -ABAA - HCM 95th %tile Q(veh) 0.1 - - 0.2 0.2 0 - - P2180 PROJECTED 10-YEAR SCHOOL PM BOND AVE. AT 3RD. ST. Intersection Intersection Delay, s/veh 7.1 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 4 4 24 3313287293 Future Vol, veh/h 3 4 4 24 3313287293 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, %222222222222 Mvmt Flow 3 4 4 26 3313308323 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7 7.4 6.7 7.3 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 3% 27% 80% 18% Vol Thru, % 9% 36% 10% 74% Vol Right, % 88% 36% 10% 8% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 32 11 30 39 LT Vol 1 3 24 7 Through Vol 3 4 3 29 RT Vol 28 4 3 3 Lane Flow Rate 35 12 33 42 Geometry Grp 1111 Degree of Util (X) 0.034 0.013 0.038 0.047 Departure Headway (Hd) 3.525 3.93 4.178 4.028 Convergence, Y/N Yes Yes Yes Yes Cap 1014 909 857 889 Service Time 1.554 1.961 2.203 2.052 HCM Lane V/C Ratio 0.035 0.013 0.039 0.047 HCM Control Delay 6.7 7 7.4 7.3 HCM Lane LOS AAAA HCM 95th-tile Q 0.1 0 0.1 0.1 P2180 PROJECTED 10-YEAR SCHOOL PM 6TH. ST. AT SHALL AVE. Intersection Int Delay, s/veh 11.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 130 90 195 54 88 338 Future Vol, veh/h 130 90 195 54 88 338 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 165 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 141 98 212 59 96 367 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 271 0 - 0 622 242 Stage 1 - - - - 242 - Stage 2 - - - - 380 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1292 - - - 450 797 Stage 1 - - - - 798 - Stage 2 - - - - 691 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1292 - - - 401 797 Mov Cap-2 Maneuver - - - - 401 - Stage 1 - - - - 711 - Stage 2 - - - - 691 - Approach EB WB SB HCM Control Delay, s 4.8 0 22.1 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1292 - - - 662 HCM Lane V/C Ratio 0.109 - - - 0.699 HCM Control Delay (s) 8.1 - - - 22.1 HCM Lane LOS A - - - C HCM 95th %tile Q(veh) 0.4 - - - 5.7 P2180 PROJECTED 10-YEAR SCHOOL PM 3RD.ST. AT WORLD AVE. Intersection Intersection Delay, s/veh 10.8 Intersection LOS B Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 205 104 8 137 211 23 Future Vol, veh/h 205 104 8 137 211 23 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222 Mvmt Flow 223 113 9 149 229 25 Number of Lanes 100110 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 1 HCM Control Delay 11.1 9.5 11.3 HCM LOS B A B Lane NBLn1 EBLn1 WBLn1 Vol Left, % 90% 0% 6% Vol Thru, % 0% 66% 94% Vol Right, % 10% 34% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 234 309 145 LT Vol 211 0 8 Through Vol 0 205 137 RT Vol 23 104 0 Lane Flow Rate 254 336 158 Geometry Grp 1 1 1 Degree of Util (X) 0.366 0.43 0.22 Departure Headway (Hd) 5.184 4.611 5.02 Convergence, Y/N Yes Yes Yes Cap 687 776 709 Service Time 3.262 2.67 3.093 HCM Lane V/C Ratio 0.37 0.433 0.223 HCM Control Delay 11.3 11.1 9.5 HCM Lane LOS B B A HCM 95th-tile Q 1.7 2.2 0.8 P2180 PROJECTED 10-YEAR SCHOOL PM 3RD.ST. AT HEIFER ACCESS Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 33 188 4 36 0 95 03102 Future Vol, veh/h 2 33 188 4 36 0 95 03102 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 2 36 204 4 39 0 103 03102 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 39 0 0 240 0 0 190 189 138 191 291 39 Stage 1 ------142142-4747- Stage 2 ------4847-144244- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1571 - - 1327 - - 770 706 910 769 619 1033 Stage 1 ------861779-967856- Stage 2 ------965856-859704- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1571 - - 1327 - - 765 702 910 764 616 1033 Mov Cap-2 Maneuver ------765702-764616- Stage 1 ------859777-965853- Stage 2 ------960853-854703- Approach EB WB NB SB HCM Control Delay, s 0.1 0.8 10.4 8.9 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 769 1571 - - 1327 - - 924 HCM Lane V/C Ratio 0.139 0.001 - - 0.003 - - 0.004 HCM Control Delay (s) 10.4 7.3 0 - 7.7 0 - 8.9 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.5 0 - - 0 - - 0 P2180 PROJECTED 10-YEAR SCHOOL PM 2ND. ST. AT JOHN ST. Intersection Int Delay, s/veh 4.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 8 9 12 7 7 13 Future Vol, veh/h 8 9 12 7 7 13 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 9 10 13 8 8 14 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 19 0 48 14 Stage 1 - - - - 14 - Stage 2 - - - - 34 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1597 - 962 1066 Stage 1 - - - - 1009 - Stage 2 - - - - 988 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1597 - 954 1066 Mov Cap-2 Maneuver - - - - 954 - Stage 1 - - - - 1009 - Stage 2 - - - - 980 - Approach EB WB NB HCM Control Delay, s 0 4.6 8.6 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1024 - - 1597 - HCM Lane V/C Ratio 0.021 - - 0.008 - HCM Control Delay (s) 8.6 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - P2180 PROJECTED 10-YEAR SCHOOL PM 2ND. ST. AT BOND AVE. Intersection Int Delay, s/veh 2.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 43 8 25 13 4 6 Future Vol, veh/h 43 8 25 13 4 6 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 47 9 27 14 4 7 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 56 0 120 52 Stage 1 - - - - 52 - Stage 2 - - - - 68 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1549 - 876 1016 Stage 1 - - - - 970 - Stage 2 - - - - 955 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1549 - 860 1016 Mov Cap-2 Maneuver - - - - 860 - Stage 1 - - - - 970 - Stage 2 - - - - 938 - Approach EB WB NB HCM Control Delay, s 0 4.8 8.8 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 947 - - 1549 - HCM Lane V/C Ratio 0.011 - - 0.018 - HCM Control Delay (s) 8.8 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0.1 - P2180 10-YEAR PM224882487682522552DRIVE A72305664101659WORLD AVE.3522373725354810266 1351016 TH. ST.22258SHALL AVE. 59236 200072512613 RD. ST5670105 1225 131619104480701J OH N S T. 150 48 2 ND. ST521432171332 3 RD. ST.66632448427 BOND AVE.4535384TH. ST.61361249185917 P2180 PROJECTED 10-YEAR PM WORLD AVE. AT SHALL AVE. Intersection Intersection Delay, s/veh 9.3 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 35 22 37 37 25 35 101 65 9 48 102 66 Future Vol, veh/h 35 22 37 37 25 35 101 65 9 48 102 66 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, %222222222222 Mvmt Flow 38 24 40 40 27 38 110 71 10 52 111 72 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 8.8 8.8 9.5 9.5 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 58% 37% 38% 22% Vol Thru, % 37% 23% 26% 47% Vol Right, % 5% 39% 36% 31% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 175 94 97 216 LT Vol 101 35 37 48 Through Vol 65 22 25 102 RT Vol 9 37 35 66 Lane Flow Rate 190 102 105 235 Geometry Grp 1111 Degree of Util (X) 0.254 0.139 0.144 0.296 Departure Headway (Hd) 4.798 4.899 4.915 4.534 Convergence, Y/N Yes Yes Yes Yes Cap 746 727 724 789 Service Time 2.849 2.962 2.978 2.583 HCM Lane V/C Ratio 0.255 0.14 0.145 0.298 HCM Control Delay 9.5 8.8 8.8 9.5 HCM Lane LOS AAAA HCM 95th-tile Q 1 0.5 0.5 1.2 P2180 PROJECTED 10-YEAR PM WORLD AVE. AT DRIVE A Intersection Int Delay, s/veh 4.1 Movement SEL SER NEL NET SWT SWR Lane Configurations Traffic Vol, veh/h 72 30 25 52 56 64 Future Vol, veh/h 72 30 25 52 56 64 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 78 33 27 57 61 70 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 207 96 131 0 - 0 Stage 1 96 ----- Stage 2 111 ----- Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver 781 960 1454 - - - Stage 1 928 ----- Stage 2 914 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 766 960 1454 - - - Mov Cap-2 Maneuver 766 ----- Stage 1 910 ----- Stage 2 914 ----- Approach SE NE SW HCM Control Delay, s 10.1 2.4 0 HCM LOS B Minor Lane/Major Mvmt NEL NETSELn1 SWT SWR Capacity (veh/h) 1454 - 814 - - HCM Lane V/C Ratio 0.019 - 0.136 - - HCM Control Delay (s) 7.5 0 10.1 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0.1 - 0.5 - - P2180 PROJECTED 10-YEAR PM BOND AVE. AT 4TH. ST. Intersection Int Delay, s/veh 4.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 13 61 24 9 1 45 35 38 8 59 17 Future Vol, veh/h 6 13 61 24 9 1 45 35 38 8 59 17 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 7 14 66 26 10 1 49 38 41 9 64 18 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 253 268 73 288 257 59 82 0 0 79 0 0 Stage 1 91 91 - 157 157 ------- Stage 2 162 177 - 131 100 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 ------- Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 700 638 989 664 647 1007 1515 - - 1519 - - Stage 1 916 820 - 845 768 ------- Stage 2 840 753 - 873 812 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 670 612 989 590 621 1007 1515 - - 1519 - - Mov Cap-2 Maneuver 670 612 - 590 621 ------- Stage 1 885 815 - 816 742 ------- Stage 2 800 727 - 796 807 ------- Approach EB WB NB SB HCM Control Delay, s 9.6 11.3 2.8 0.7 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1515 - - 871 605 1519 - - HCM Lane V/C Ratio 0.032 - - 0.1 0.061 0.006 - - HCM Control Delay (s) 7.5 0 - 9.6 11.3 7.4 0 - HCM Lane LOS A A -ABAA - HCM 95th %tile Q(veh) 0.1 - - 0.3 0.2 0 - - P2180 PROJECTED 10-YEAR PM BOND AVE. AT 3RD. ST. Intersection Intersection Delay, s/veh 7.2 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 6 6 6 32 4413328427 Future Vol, veh/h 6 6 6 32 4413328427 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, %222222222222 Mvmt Flow 7 7 7 35 4413359468 Number of Lanes 010010010010 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1111 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1111 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1111 HCM Control Delay 7.1 7.5 6.8 7.4 HCM LOS AAAA Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 3% 33% 80% 14% Vol Thru, % 8% 33% 10% 74% Vol Right, % 89% 33% 10% 12% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 36 18 40 57 LT Vol 1 6 32 8 Through Vol 3 6 4 42 RT Vol 32 6 4 7 Lane Flow Rate 39 20 43 62 Geometry Grp 1111 Degree of Util (X) 0.039 0.022 0.051 0.069 Departure Headway (Hd) 3.562 4.01 4.224 4.028 Convergence, Y/N Yes Yes Yes Yes Cap 999 888 845 887 Service Time 1.607 2.055 2.263 2.064 HCM Lane V/C Ratio 0.039 0.023 0.051 0.07 HCM Control Delay 6.8 7.1 7.5 7.4 HCM Lane LOS AAAA HCM 95th-tile Q 0.1 0.1 0.2 0.2 P2180 PROJECTED 10-YEAR PM 6TH. ST. AT SHALL AVE. Intersection Int Delay, s/veh 7.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 135 101 222 58 59 236 Future Vol, veh/h 135 101 222 58 59 236 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 165 - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 147 110 241 63 64 257 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 304 0 - 0 677 273 Stage 1 - - - - 273 - Stage 2 - - - - 404 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1257 - - - 418 766 Stage 1 - - - - 773 - Stage 2 - - - - 674 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1257 - - - 369 766 Mov Cap-2 Maneuver - - - - 369 - Stage 1 - - - - 683 - Stage 2 - - - - 674 - Approach EB WB SB HCM Control Delay, s 4.7 0 16.5 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h) 1257 - - - 630 HCM Lane V/C Ratio 0.117 - - - 0.509 HCM Control Delay (s) 8.2 - - - 16.5 HCM Lane LOS A - - - C HCM 95th %tile Q(veh) 0.4 - - - 2.9 P2180 PROJECTED 10-YEAR PM 3RD. ST. AT WORLD AVE. Intersection Intersection Delay, s/veh 13.7 Intersection LOS B Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 248 76 8 252 224 88 Future Vol, veh/h 248 76 8 252 224 88 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %222222 Mvmt Flow 270 83 9 274 243 96 Number of Lanes 100110 Approach EB WB NB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left NB EB Conflicting Lanes Left 0 1 1 Conflicting Approach Right NB WB Conflicting Lanes Right 1 0 1 HCM Control Delay 13.7 12.6 14.6 HCM LOS B B B Lane NBLn1 EBLn1 WBLn1 Vol Left, % 72% 0% 3% Vol Thru, % 0% 77% 97% Vol Right, % 28% 23% 0% Sign Control Stop Stop Stop Traffic Vol by Lane 312 324 260 LT Vol 224 0 8 Through Vol 0 248 252 RT Vol 88 76 0 Lane Flow Rate 339 352 283 Geometry Grp 1 1 1 Degree of Util (X) 0.523 0.512 0.429 Departure Headway (Hd) 5.557 5.237 5.471 Convergence, Y/N Yes Yes Yes Cap 648 687 658 Service Time 3.596 3.276 3.513 HCM Lane V/C Ratio 0.523 0.512 0.43 HCM Control Delay 14.6 13.7 12.6 HCM Lane LOS B B B HCM 95th-tile Q 3 2.9 2.2 P2180 PROJECTED 10-YEAR PM 3RD. ST. AT HEIFER ACCESS Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 2 51 261 5 67 0 200 07105 Future Vol, veh/h 2 51 261 5 67 0 200 07105 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ 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 22222222222 Mvmt Flow 2 55 284 5 73 0 217 08105 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 73 0 0 339 0 0 287 284 197 288 426 73 Stage 1 ------201201-8383- Stage 2 ------8683-205343- Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 ------6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 ------6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1527 - - 1220 - - 665 625 844 664 520 989 Stage 1 ------801735-925826- Stage 2 ------922826-797637- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1527 - - 1220 - - 658 621 844 655 517 989 Mov Cap-2 Maneuver ------658621-655517- Stage 1 ------799734-923823- Stage 2 ------913823-788636- Approach EB WB NB SB HCM Control Delay, s 0 0.6 13.2 9 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 663 1527 - - 1220 - - 912 HCM Lane V/C Ratio 0.339 0.001 - - 0.004 - - 0.007 HCM Control Delay (s) 13.2 7.4 0 - 8 0 - 9 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 1.5 0 - - 0 - - 0 P2180 PROJECTED 10-YEAR PM 2ND. ST. AT JOHN ST. Intersection Int Delay, s/veh 4.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 13 16 19 10 12 25 Future Vol, veh/h 13 16 19 10 12 25 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 14 17 21 11 13 27 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 31 0 76 23 Stage 1 - - - - 23 - Stage 2 - - - - 53 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1582 - 927 1054 Stage 1 - - - - 1000 - Stage 2 - - - - 970 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1582 - 915 1054 Mov Cap-2 Maneuver - - - - 915 - Stage 1 - - - - 1000 - Stage 2 - - - - 957 - Approach EB WB NB HCM Control Delay, s 0 4.8 8.7 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 1005 - - 1582 - HCM Lane V/C Ratio 0.04 - - 0.013 - HCM Control Delay (s) 8.7 - - 7.3 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - P2180 PROJECTED 10-YEAR PM 2ND. ST. AT BOND AVE. Intersection Int Delay, s/veh 2.7 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 52 14 32 17 4 8 Future Vol, veh/h 52 14 32 17 4 8 Conflicting Peds, #/hr 0 00000 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 22222 Mvmt Flow 57 15 35 18 4 9 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 72 0 153 65 Stage 1 - - - - 65 - Stage 2 - - - - 88 - Critical Hdwy - - 4.12 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.218 - 3.518 3.318 Pot Cap-1 Maneuver - - 1528 - 839 999 Stage 1 - - - - 958 - Stage 2 - - - - 935 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1528 - 820 999 Mov Cap-2 Maneuver - - - - 820 - Stage 1 - - - - 958 - Stage 2 - - - - 913 - Approach EB WB NB HCM Control Delay, s 0 4.8 8.9 HCM LOS A Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 931 - - 1528 - HCM Lane V/C Ratio 0.014 - - 0.023 - HCM Control Delay (s) 8.9 - - 7.4 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0.1 -