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HomeMy WebLinkAboutP2219-Traffic-Study-Report-7-27-2023Traffic Study Traffic Study Traffic Study Traffic Study Academy of Math & Science Charter School (Grades K through 8th) prepared for: AMS Properties – Arkansas LLC Stagecoach Road (Highway 70) and E. David O Dodd Road Little Rock, Arkansas July 27, 2023 Project No.: P-2219 TABLE OF CONTENTS Section Page EXECUTIVE SUMMARY 1 INTRODUCTION 4 THE SITE 6 EXISTING TRAFFIC CONDITIONS 14 TRIP GENERATION & SITE TRAFFIC PROJECTIONS 17 TRAFFIC VOLUME ASSIGNMENTS 19 CAPACITY AND LEVEL OF SERVICE 24 AVAILABLE ON-SITE VEHICLE QUEUEING 31 FINDINGS AND RECOMMENDATIONS 33 APPENDIX Site Plan Trip-Generation Calculations Vehicle Turning Movement Count Data Capacity and Level of Service Calculations Page 1 Peters & Associates Engineers, Inc. conducted a traffic engineering study associated with Academies of Math & Science (AMS) Charter School planned new elementary school, to replace the former David O Dodd Elementary School located on the east side of Stagecoach Road (Highway 70), just south of E. David O Dodd Road in Little Rock, Arkan- sas. The school is proposed to accommodate an approximate 600 stu- dent maximum enrollment for grades kindergarten through 8th grade. The AMS Charter School access will be provided by entering traffic utiliz- ing E. David O Dodd Road along the north side of the campus and turn- ing right into the parking field on the east side of campus. Once on-site from E. David O Dodd Road, there is planned to be approximately 2,300 linear feet of queuing on the campus for parent pick-up drop-off. All ve- hicles will then exit the existing school access drive at Stagecoach Road. Vehicular access drives, parking and on-site available vehicle queuing for the AMS Charter School are shown on the attached site plan. The primary focus of this report is to assess traffic operational charac- teristics of the existing nearby intersections and access drive intersec- tions proposed to serve the site. Additionally, calculations of the pro- posed on-site access drive loops for parent vehicles pick-up and drop- offs have been made to verify if available vehicle queuing at the site is provided without vehicles stacking onto adjacent public roadways. 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 and school PM peak hours for the study intersections. All existing vehicle movements for existing traffic conditions at the study intersections presently operate at what calculates as an acceptable LOS “D” or better for the AM and school PM peak hours except for the following: ο The eastbound left-turn vehicle movement on Stagecoach Road at the I-430 northbound on-ramp during the AM peak hour (LOS “E”). ο The westbound thru / right-turn vehicle movements on Stagecoach Road at the I-430 northbound on-ramp during the AM peak hour (LOS “F”). EXECUTIVE SUMMARY Page 2 ο The I-430 northbound off-ramp at Stagecoach Road during the AM peak hour (LOS “E”). • It is estimated that 594 AM peak hour trips (325 entering and 269 exiting) and 392 school PM peak hour trips (168 entering and 224 exiting) for projected charter school traffic with a maximum enrollment of 600 students (grades K- 8th). • Capacity and LOS analysis was performed for projected traffic conditions for a maximum enrollment of approximately 600 students (grades K-8th) traffic vol- umes for the AM and school PM peak hours for the study intersections. This analysis includes city-provided existing signal timing and phasing plans. All vehi- cle movements are expected to continue to operate at what calculates as LOS “D” or better for these projected traffic conditions at the study intersections for the AM and school PM peak hours with Drive B (exit only) at the approach to Stagecoach Road except for the following: ο The eastbound left-turn vehicle movement on Stagecoach Road at the I- 430 northbound on-ramp during the AM peak hour (LOS “E”). This al- ready exists with existing traffic conditions. ο The westbound thru / right-turn vehicle movements on Stagecoach Road at the I-430 northbound on-ramp during the AM peak hour (LOS “F”). This already exists with existing traffic conditions. ο The I-430 northbound off-ramp at Stagecoach Road during the AM peak hour (LOS “E”). This already exists with existing traffic conditions. ο The I-430 southbound off-ramp at Stagecoach Road during the AM peak hour (LOS “E”). This is LOS “D” with existing traffic conditions and the site-generated traffic is only expected to increase this vehicle movement by approximately only one vehicle per minute. ο The westbound left-turn vehicle movement exiting the site on Drive A at Stagecoach Road during the AM peak hour (LOS “E”) and school PM peak hour (LOS “F”) with “Stop” sign control. However, with police con- trol these vehicle movements are expected to improve to LOS “B” or better during the AM and school PM peak hours. It is recommended that this intersection operate with police control during the peak times of the AM arrival and school PM dismissal times during the first few weeks of school each year or if and when the traffic flow at this intersection is inadequate without police control. Page 3 • There are approximately 2,300 linear feet available for vehicle queuing within the site on the planned AMS Charter School pick-up / drop-off area. This is more than the calculated vehicle average and high demand queue length needed based on the NCDOT tool of 1,499 linear feet and 1,948 linear feet respectively for a maximum enrollment of 600 students (grades K-8th). It is expected that the planned school vehicle queuing will likely not exceed the proposed available storage within the site with the access drive constructed as planned. Recommendations of this study are summarized as follows: • It is recommended to construct the access improvements to allow for the needed stacking of vehicles area as shown on the site plan. • It is recommended to accommodate only outbound vehicle movements during the AM and school PM peak hour on the existing Drive A during the AM and PM peak hours. The two lanes on Drive A should accommodate a left-turn outbound lane and a right-turn outbound lane at Stagecoach Road. • It is recommended to discuss with the City of Little Rock about possible roadway improvements to City standards on E. David O Dodd Road from Stagecoach Road to the school site access drive. The conclusion of traffic operational findings associated with this study is that projected traffic associated with the planned elementary school can be ac- commodated adequately by the adjacent streets that offers access to and from the site for projected traffic conditions to include a maximum enrollment of 600 students with the recommendations included in this study. Addition- ally, with the site plan as shown and with all vehicles expected to be stacked within the site, traffic flow along Stagecoach Road at the existing study inter- sections is expected to have minimal impact. Page 4 Peters & Associates Engineers, Inc. conducted a traffic engi- neering study associated with Academies of Math & Science (AMS) Charter School planned new elementary school, to re- place the former David O Dodd Elementary School located on the east side of Stagecoach Road (Highway 70), just south of E. David O Dodd Road in Little Rock, Arkansas. The school is proposed to accommodate an approximate 600 student maxi- mum enrollment for grades kindergarten through 8th grade. The AMS Charter School access will be provided by entering traffic utilizing E. David O Dodd Road along the north side of the campus and turning right into the parking field on the east side of campus. Once on-site from E. David O Dodd Road, there is planned to be approximately 2,300 linear feet of queuing on the campus for parent pick-up drop-off. All vehi- cles will then exit the existing school access drive at Stage- coach Road. Vehicular access drives, parking and on-site avail- able vehicle queuing for the AMS Charter School are shown on the attached site plan. The primary focus of this report is to assess traffic operational characteristics of the existing nearby intersections and access drive intersections proposed to serve the site. Additionally, calculations of the proposed on-site access drive loops for par- ent vehicles pick-up and drop-offs have been made to verify if available vehicle queuing at the site is provided without vehi- cles stacking onto adjacent public roadways. This is a report of methodology and findings relating to a traf- fic 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 access drive study inter- sections. INTRODUCTION Page 5 • Identify the effects on traffic operations for existing traffic in combination with site-generated traffic asso- ciated with the new elementary school development as proposed. • Evaluate traffic operations for the study intersections and make recommendations for improvements which may be necessary and appropriate for acceptable traf- fic operations. In the following sections of this traffic study report are traffic data, study methods, findings and recommenda- tions. The study is technical in nature. Analysis tech- niques employed are those most commonly used in the traffic engineering profession for traffic impact analysis. Certain data and calculations relative to traffic operational analysis are referenced in the report. Complete calcula- tions and data are included in the Appendix of the report. Page 6 THE SITE Figure 1 – Vicinity Map SITE N The location of the planned AMS Charter School, is the for- mer David O Dodd Elementary School located on the east side of Stagecoach Road (Highway 70), just south of E. David O Dodd Road in Little Rock, Arkansas. The proposed development vicinity and site location are shown on Figures 1 and 2, which follow. Page 7 SITE S ta g e c o a c h R d . W est D avid O D o d d R d. East D avid O D o d d R d. N I-430 NB ramp. I-430 SB ramp. Figure 2 – Site Location Map Page 8 As shown on the attached site plan (and below), the AMS Charter School access will be provided by entering traffic utilizing E. David O Dodd Road along the north side of the campus and entering the parking field on the east side of campus. Once on-site from E. David O Dodd Road, there is planned to be approximately 2,300 linear feet of queu- ing on the campus for parent pick-up drop-off. All vehi- cles will then exit the existing school access drive at Stagecoach Road. N Page 9 The following aerial photos show the general layout of the following study intersections: • Stagecoach Road and I-430 Southbound Ramp. • Stagecoach Road and I-430 Northbound Ramp. • Stagecoach Road and East David O Dodd Road. • Stagecoach Road and West David O Dodd Road. Page 10 Stagecoach Road and I-430 Southbound Ramp Looking east on Stagecoach Road toward I-430 Southbound Ramp. N Looking north on I-430 Southbound Ramp toward Stagecoach Road Stagecoach R oad I - 4 3 0 S B R a mp Page 11 Stagecoach Road and I-430 Northbound Ramp Looking west on Stagecoach Road toward I-430 NB Ramp. N Looking south on I-430 Northbound Ramp toward Stagecoach Road. Stagecoach Road I-430 N B Ra m p Page 12 Stagecoach Road and East David O Dodd Road Looking south on Stagecoach Road toward East David O Dodd Road. N Looking west on East David O Dodd Road toward Stagecoach Road. E a st D a vid O D o d d R o a d Stagecoach Road Page 13 Looking north on Stagecoach Road toward West David O Dodd Road. Stagecoach Road and West David O Dodd Road N Looking east on David O Dodd Road toward Stagecoach Road. Stagecoach Road We st D a vid O D o d d R o a d Page 14 Traffic count data collected as a part of this study include AM and school PM peak hours vehicle turning movement counts at the following intersections: • Stagecoach Road and W. David O Dodd Road. • Stagecoach Road and E. David O Dodd Road. • Stagecoach Road and I-430 Northbound Ramp. • Stagecoach Road and I-430 Southbound Ramp. The existing intersection lane geometry and AM and school 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,” and Figure 3B, "Existing Traffic Volumes - School PM Peak Hour.” The peak hours vehicle turning movement count data for these intersections are presented in more detail in the Appendix of this report. The AM and PM peak traffic periods of the adjacent streets are the traffic operating conditions which have warranted primary traffic analysis as a part of this study. EXISTING TRAFFIC CONDITIONS Page 15 Figure 3A Existing Traffic Volumes AM Peak Hour N Page 16 Figure 3B Existing Traffic Volumes School PM Peak Hour N N Page 17 The AMS Charter School is proposed to accommodate approxi- mately 600 students in kindergarten through 8th grade. This equates to approximately 300 more students than the previous David O Dodd Elementary School. The Trip Generation, an Informational Report, published by the Institute of Transportation Engineers (ITE) and The Trip Genera- tion Manual 11th Edition, 2021, were reviewed in calculating the magnitude of traffic volumes expected to be generated by the proposed school. These are typically reliable sources for this infor- mation and are commonly used in the traffic engineering profes- sion. For comparison, trip generation for the proposed school was ex- amined using data from the North Carolina Department of Trans- portation. The data base and calculations associated with NCDOT values are based on averaging traffic volume data obtained at public, private and charter schools across North Carolina. Using data from that source for a charter school results in a calculated value of 594 AM peak hour trips (325 entering and 269 exiting) and 392 school PM peak hour trips (168 entering and 224 exiting) for projected charter school traffic with a maximum enrollment of 600 students (grades K-8th). These calculations have been found to have are more accurate values (and slightly higher) than what is calculated for a 600-student charter school using The Trip Gen- eration, an Informational Report, published by the Institute of Transportation Engineers (ITE) and The Trip Generation Manual 11th Edition, 2021. The higher and more conservative volumes (also found to be more accurate) for the AM and school PM peak hour volumes calculated using the NCDOT data are the volumes used in this study. Results of the NCDOT calculations are summarized on Table 1, “Summary of Trip Generation - Maximum Enrollment of 600 Stu- dents.” Results of estimated vehicular traffic for schools using the NCDOT methods have been used by the Consultant previously in the City of Little Rock plus several other cities in Arkansas and in Texas and have been shown to provide reliable estimates. TRIP GENERATION and SITE TRAFFIC PROJECTIONS Page 18 Table 1 – Summary of Trip Generation - Maximum Enrollment of 600 Students School traffic, as will be the traffic associated with this site, ordinarily does contribute to the adjacent street traf- fic conditions during the on-street AM peak traffic hour and the school PM peak traffic hour. Accordingly, the AM and school PM peak traffic periods of the adjacent street in the immediate vicinity of the site are the traffic operat- ing conditions which have warranted primary traffic analysis as a part of this study. AM PEAK HOUR PM PEAK HOUR PROPOSED APPROXIMATE ITE VOLUME VOLUME LAND USE SIZE CODE ENTER EXIT ENTER EXIT Charter School 600 Students N/A 325 269 168 224 392594TOTAL ENTERING + EXITING Page 19 TRAFFIC VOLUME ASSIGNMENTS Once projected traffic was estimated for the site, direc- tional distributions were made to reflect the percent of an- ticipated left-turns, right-turns and thru vehicle move- ments at the study intersections. Vehicle trip distribution was developed based on expected travel patterns to and from the site. Directional distribution percentages used in this study are shown on Figure 4, “Directional Distribution - Site Traffic.” The directional distribution percentages for site traffic have been equated to percentage turns for each move- ment at the study intersections. The site-generated traffic volumes result from applying the directional distribution percentages to the corresponding projected site-generated traffic volumes summarized on Table 1, “Summary of Trip Generation - Maximum Enrollment of 600 Students.” Arkansas Department of Transportation (ARDOT) pub- lished average daily traffic (ADT) data from 2017 to 2022 has been researched in the vicinity of the study area. It was found the background traffic volume growth has not occurred in the vicinity per ARDOT published data during this timeframe with some volumes shown to have a slight decrease. Traffic volumes on Stagecoach Road at the site has decreased from 13,000 vehicles per day (two-way) in 2017 to 11,000 vehicles per day (two-way) in 2022 per ARDOT posted ADT’s. Additionally, with input from the City, it was determined to not add any background growth to projected traffic volumes included in the this traffic study. Page 20 S I T E S ta g e c o a c h R d . W est D avid O D o d d E ast D avid O D od d R d. N I-430 NB I-430 SB Figure 4 Directional Distribution - Site Traffic 35% 10% 2 0 % 20% 1 5 % Page 21 Projected site volumes were added to the existing AM and school PM peak hours traffic volumes, which resulted in total projected traffic volumes with development of the proposed school. The results are depicted on the follow- ing figures (which also depict the proposed schematic lane geometry): • Figure 5A, “Projected Volumes - AM Peak Hour.” • Figure 5B, “Projected Traffic Volumes - School Peak Hour.” Existing and projected traffic volumes shown on Figures 3A, 3B, 5A and 5B 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 pro- jected traffic associated with the site development has thus been accounted for in this analysis. Page 22 N N Figure 5A Projected Traffic Volumes AM Peak Hour Page 23 Figure 5B Projected Traffic Volumes School PM Peak Hour N N Page 24 Generally, the "capacity" of a street is a measure of its ability 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 conditions. Traffic operational analysis for the study intersection were evaluated based on the methodologies outlined in the Highway Capacity Manual, 2010 Edition, published by the Transportation Research Board. The operating conditions at an intersection are graded by the “level of service” ex- perienced 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 condi- tion with free-flow movement of traffic with minimal de- lays. LOS “F” generally indicates severely congested con- ditions with 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 vehicle. The table below shows the upper limit of delay associated with each level of service for sig- nalized and un-signalized intersections. Intersection Level of Service Delay Thresholds Level of Service (LOS) Signalized Un-Signalized A < 10 Seconds < 10 Seconds B < 20 Seconds < 15 Seconds C < 35 Seconds < 25 Seconds D < 55 Seconds < 35 Seconds E < 80 Seconds < 50 Seconds F ≥ 80 Seconds ≥ 50 Seconds CAPACITY and LEVEL OF SERVICE Page 25 The LOS rating deemed acceptable varies by community, facility type and traffic control device. A LOS “D” or better is typically the desirable goal for movements at un- signalized intersections that must yield to other move- ments; however, a LOS “E” or “F” is often accepted for low to moderate traffic volumes where the installation of a traffic signal is not warranted by the conditions at the intersection or the location is deemed undesirable for sig- nalization for other reasons. Study intersections were evaluated using the Synchro analysis software package based on Highway Capacity Manual methods. This com- puter program has been proven to be reliable when used to analyze capacity and levels of traffic service under vari- ous operating conditions. Detailed results for all capacity calculations are included in the Appendix. The adjacent street weekday AM and school PM peak traffic periods were used for these calculations. Factors included in the analysis are as follows: ο Existing traffic volumes. ο Directional distribution of projected traffic volumes. ο Existing and proposed intersection geometry (including elements such as turn lanes, curb radii, etc.). ο City-provided traffic signal timing and phasing for traffic signal controlled study intersections. ο Existing background traffic volumes and projected site-generated volumes for projected traffic condi- tions. ο Existing and proposed traffic control and lane geome- try. Page 26 CAPACITY ANALYSIS Level of Service Analysis Results Existing Traffic Conditions Capacity and level of service analysis was performed for existing traffic volumes, lane geometry and traffic control for the AM and school PM peak hours for the following study intersections: • Stagecoach Road and W. David O Dodd Road. • Stagecoach Road and E. David O Dodd Road. • Stagecoach Road and I-430 Northbound Ramp. • Stagecoach Road and I-430 Southbound Ramp. Traffic volumes used for these existing traffic conditions are shown on Figure 3A, "Existing Traffic Volumes - AM Peak Hour,” and Figure 3B, "Existing Traffic Volumes - School PM Peak Hour.” The operating conditions pro- jected to exist at the study intersections are summarized in Table 2, “Level of Service Summary - Existing Traffic Conditions.” As indicated in Table 2, all existing vehicle movements for existing traffic conditions at the study intersections pres- ently operate at what calculates as an acceptable LOS “D” or better for the AM and school PM peak hours except for the following: ο The eastbound left-turn vehicle movement on Stage- coach Road at the I-430 northbound on-ramp during the AM peak hour (LOS “E”). ο The westbound thru / right-turn vehicle movements on Stagecoach Road at the I-430 northbound on- ramp during the AM peak hour (LOS “F”). ο The I-430 northbound off-ramp at Stagecoach Road during the AM peak hour (LOS “E”). Page 27 Table 2 - Level of Service Summary - Existing Traffic Conditions Eastbound Left-TurnEastbound ThruEastbound Right-TurnWestbound Left-TurnWestbound ThruWestbound Right-TurnNorthbound Left-TurnNorthbound ThruNorthbound Right-TurnSouthbound Left-TurnSouthbound ThruSouthbound Right-TurnOverall IntersectionINTERSECTION PEAK HRAM C Cn/a3.0School PM C Cn/a2.1AMB Bn/a0.0School PMC Cn/a0.2AM E A E BE74.7 101.4%School PM B A D AB10.1 64.0%AMC A D BB12.4 101.4%School PMA A D BB10.4 64.0%Stagecoach Road and I-430 Northbound RampTRAFFIC SIGNALFBStagecoach Road and I-430 Southbound RampTRAFFIC SIGNALBAAStagecoach Road and East David O Dodd Road"STOP" SIGNTraffic ControlEXISTING TRAFFIC CONDITIONS PEAK HOUR - LEVEL OF SERVICE"STOP" SIGNStagecoach Road and West David O Dodd RoadAIntersection Capacity Utilization (%)Avg. Control Delay Seconds / VehicleAAAAAA Page 28 Projected Traffic Conditions Capacity and LOS analysis was performed for projected traffic conditions for a maximum enrollment of approxi- mately 600 students (grades K-8th) traffic volumes for the AM and school PM peak hours for the following inter- sections: • Stagecoach Road and W. David O Dodd Road. • Stagecoach Road and E. David O Dodd Road. • Stagecoach Road and I-430 Northbound Ramp. • Stagecoach Road and I-430 Southbound Ramp. • Stagecoach Road and Drive A (Exit Only). For these projected traffic conditions, analysis has been conducted with Drive B (exit only) at the approach to W. 20th Street to accommodate outbound right-turns and left-turns with and without police control during the AM and school PM peak hours. Traffic volumes used for these projected traffic conditions are shown on Figure 5A, “Projected Volumes - AM Peak Hour,” and Figure 5B, “Projected Traffic Volumes - School Peak Hour.” The op- erating conditions projected to exist at the study intersec- tions are summarized in Table 3, “Level of Service Sum- mary - Projected Traffic Conditions.” As indicated in Table 3, all vehicle movements are ex- pected to continue to operate at what calculates as LOS “D” or better for these projected traffic conditions at the study intersections for the AM and school PM peak hours with Drive B (exit only) at the approach to Stagecoach Road except for the following: ο The eastbound left-turn vehicle movement on Stage- coach Road at the I-430 northbound on-ramp during the AM peak hour (LOS “E”). This already exists with existing traffic conditions. ο The westbound thru / right-turn vehicle movements on Stagecoach Road at the I-430 northbound on- Page 29 ramp during the AM peak hour (LOS “F”). This already exists with existing traffic conditions. ο The I-430 northbound off-ramp at Stagecoach Road dur- ing the AM peak hour (LOS “E”). This already exists with existing traffic conditions. ο The I-430 southbound off-ramp at Stagecoach Road dur- ing the AM peak hour (LOS “E”). This is LOS “D” with ex- isting traffic conditions and the site-generated traffic is only expected to increase this vehicle movement by ap- proximately only one vehicle per minute. ο The westbound left-turn vehicle movement exiting the site on Drive A at Stagecoach Road during the AM peak hour (LOS “E”) and school PM peak hour (LOS “F”) with “Stop” sign control. However, with police control these vehicle movements are expected to improve to LOS “B” or better during the AM and school PM peak hours. It is recommended that this intersection operate with police control during the peak times of the AM arrival and school PM dismissal times during the first few weeks of school each year or if and when the traffic flow at this intersec- tion is inadequate without police control. This analysis includes city-provided existing signal timing and phasing plans. Page 30 Table 3 - Level of Service Summary - Projected Traffic Conditions Eastbound Left-TurnEastbound ThruEastbound Right-TurnWestbound Left-TurnWestbound ThruWestbound Right-TurnNorthbound Left-TurnNorthbound ThruNorthbound Right-TurnSouthbound Left-TurnSouthbound ThruSouthbound Right-TurnOverall IntersectionINTERSECTION PEAK HRAM D Dn/a5.1School PM C Cn/a2.8AMD Dn/a1.5School PMD Dn/a0.8AM E A E AF111.9 113.8%School PM B A D AB12.0 71.3%AMC A E BB16.3 113.8%School PMA A D BB13.2 71.3%AME Cn/a6.0School PMF Bn/a5.5AMB AB9.3 52.8%School PMB AB8.4 45.2%"STOP" SIGNPOLICE CONTROLLEDA ABStagecoach Road and Drive ATRAFFIC SIGNALAStagecoach Road and I-430 Northbound RampStagecoach Road and East David O Dodd Road"STOP" SIGNPROJECTED TRAFFIC CONDITIONS "STOP" SIGNAAStagecoach Road and West David O Dodd RoadATraffic ControlStagecoach Road and I-430 Southbound RampTRAFFIC SIGNALBBA BAA BFA AAvg. Control Delay Seconds / VehicleIntersection Capacity Utilization (%)PEAK HOUR - LEVEL OF SERVICEAA A Page 31 The AMS Charter School access will be provided by entering traffic utilizing E. David O Dodd Road along the north side of the campus and entering the parking field on the east side of campus. Once on-site from E. David O Dodd Road, there is planned to be approximately 2,300 linear feet of queuing on the campus for parent pick-up drop-off. All vehicles will then exit the existing school access drive at Stagecoach Road. Vehicular access drives and on-site available vehicle queuing for the AMS Charter School are shown on the at- tached site plan. Calculations have been made to verify the adequacy of the proposed vehicle queuing distance to be available on-site as to not queue vehicles on the adjacent Stagecoach Road or E. David O Dodd Road during the AM and school PM peak hours. The adequacy of the planned on- site queuing for pick-up and drop-off areas has been verified for projected traffic conditions by using an analysis tool pro- duced and used in North Carolina. The analysis tool is enti- tled: Municipal and School Transportation Assistance Traffic Man- agement Unit Transportation Mobility and Safety Division of Highways North Carolina Department of Transportation. This analysis tool has been used by this Consultant for other school sites in throughout the City of Little Rock as well as several other cities in Arkansas and in Texas and has been proven to yield reliable predictions of vehicle queuing. The City of Little Rock officials have been accepting to the results of the calculations. The calculation is for the school type referred to as “Charter.” The Charter School data is based on 600 total students in grades K-8th. The results from the analysis tool are shown in the Appendix. The calculated parent vehicle average queue length based on this tool is 1,499 linear feet. The high demand calculated parent vehicle queue length based on this tool is 1,948 linear feet. AVAILABLE ON-SITE VEHICLE QUEUING Page 32 There are approximately 2,300 linear feet available for vehi- cle queuing within the site on the planned AMS Charter School pick-up / drop-off area. This is more than the calcu- lated vehicle average and high demand queue length needed based on the NCDOT tool of 1,499 linear feet and 1,948 linear feet respectively for a maximum enrollment of 600 students (grades K-8th). It is expected that the planned school vehicle queuing will likely not exceed the proposed available storage within the site with the access drive con- structed as planned. Page 33 FINDINGS and RECOMMENDATIONS Findings of this study are summarized as follows: • Capacity and level of service analysis was performed for ex- isting traffic volumes, lane geometry and traffic control for the AM and school PM peak hours for the study intersec- tions. All existing vehicle movements for existing traffic con- ditions at the study intersections presently operate at what calculates as an acceptable LOS “D” or better for the AM and school PM peak hours except for the following: ο The eastbound left-turn vehicle movement on Stage- coach Road at the I-430 northbound on-ramp during the AM peak hour (LOS “E”). ο The westbound thru / right-turn vehicle movements on Stagecoach Road at the I-430 northbound on- ramp during the AM peak hour (LOS “F”). ο The I-430 northbound off-ramp at Stagecoach Road during the AM peak hour (LOS “E”). • It is estimated that 594 AM peak hour trips (325 entering and 269 exiting) and 392 school PM peak hour trips (168 entering and 224 exiting) for projected charter school traffic with a maximum enrollment of 600 students (grades K-8th). • Capacity and LOS analysis was performed for projected traf- fic conditions for a maximum enrollment of approximately 600 students (grades K-8th) traffic volumes for the AM and school PM peak hours for the study intersections. This analy- sis includes city-provided existing signal timing and phasing plans. All vehicle movements are expected to continue to operate at what calculates as LOS “D” or better for these projected traffic conditions at the study intersections for the AM and school PM peak hours with Drive B (exit only) at the approach to Stagecoach Road except for the following: ο The eastbound left-turn vehicle movement on Stage- coach Road at the I-430 northbound on-ramp during the AM peak hour (LOS “E”). This already exists with existing traffic conditions. Page 34 ο The westbound thru / right-turn vehicle move- ments on Stagecoach Road at the I-430 northbound on-ramp during the AM peak hour (LOS “F”). This already exists with existing traf- fic conditions. ο The I-430 northbound off-ramp at Stagecoach Road during the AM peak hour (LOS “E”). This already exists with existing traffic conditions. ο The I-430 southbound off-ramp at Stagecoach Road during the AM peak hour (LOS “E”). This is LOS “D” with existing traffic conditions and the site-generated traffic is only expected to in- crease this vehicle movement by approximately only one vehicle per minute. ο The westbound left-turn vehicle movement exit- ing the site on Drive A at Stagecoach Road dur- ing the AM peak hour (LOS “E”) and school PM peak hour (LOS “F”) with “Stop” sign control. However, with police control these vehicle movements are expected to improve to LOS “B” or better during the AM and school PM peak hours. It is recommended that this intersection operate with police control during the peak times of the AM arrival and school PM dismissal times during the first few weeks of school each year or if and when the traffic flow at this inter- section is inadequate without police control. • There are approximately 2,300 linear feet available for vehicle queuing within the site on the planned AMS Charter School pick-up / drop-off area. This is more than the calculated vehicle average and high demand queue length needed based on the NCDOT tool of 1,499 linear feet and 1,948 linear feet respectively for a maximum enrollment of 600 students (grades K-8th). It is expected that the planned school vehicle queuing will likely not exceed the proposed available storage within the site with the access drive constructed as planned. Page 35 Recommendations of this study are summarized as follows: • It is recommended to construct the access improvements to allow for the needed stacking of vehicles area as shown on the site plan. • It is recommended to accommodate only outbound vehicle movements during the AM and school PM peak hour on the existing Drive A during the AM and PM peak hours. The two lanes on Drive A should accommodate a left-turn out- bound lane and a right-turn outbound lane at Stagecoach Road. • It is recommended to discuss with the City of Little Rock about possible roadway improvements to City standards on E. David O Dodd Road from Stagecoach Road to the school site access drive. The conclusion of traffic operational findings associated with this study is that projected traffic associated with the planned elementary school can be accommodated adequately by the adjacent streets that offers access to and from the site for pro- jected traffic conditions to include a maximum enrollment of 600 students with the recommendations included in this study. Additionally, with the site plan as shown and with all vehicles expected to be stacked within the site, traffic flow along Stagecoach Road at the existing study intersections is ex- pected to have minimal impact. APPENDIX Site Plan DNOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEOHEO H E O H E OHEOHEOHEOHEOHEOHEOHEOHE OHE OHE CLASSROOM BLDGEXISTING CLASSROOMS(SHEET A-2)31,245 SF1 STORYK-3 PLAY AREAEXISTING PLAY AREAASPHALT70,557 SFDROP-OFF:160LFGYMNASIUMPROPOSED(SHEET A-4)16,211 SF1 STORYPARCEL: 44L0880007500PARCEL: 44L1880100800PARCEL: 44L1880100500PARCEL: 44L1880100600PARCEL: 44L1880100900STAGECOACHROADE.DAVIDODODDROADR.O .W .60'-0"R.O.W.40'-0"PUBLICPUBLIC1143910ZONING: R2ZONING: PD-CZONING: PCDZONING: R2ZONING: PD-CZONING: R2ZONING: R2ZONING: R2ZONING: R2ZONING: R2TYP.1TYP.23456TYP.78912101010121111101111161713EXISTING PLAY FIELDEXISTINGBASKETBALL1415151514EXISTING ADMINISTRATION,CAFETERIA, & CLASSROOMS(SHEET A-3)50'-0"SIDESETBACK8'-0"REARSETBACK25'-0"SIDESETBACK8'-0"FRONTSETBACK25'-0"SIDESETBACK8'-0"32' HEIGHT7917BYPASSQUEUELANE#1:566LFQUEUELANE#2:505LFQUEUELANE#3:532LFBYPASSSITE PLAN KEYNOTES:-1. EXISTING CONCRETE CURB.2. EXISTING CONCRETE PAVING.3. EXISTING ASPHALT PAVEMENT.4. EXISTING FIRE HYDRANT.5. EXISTING TRASH DUMPSTER.6. EXISTING CROSSWALK/ADA STRIPING.7. EXISTING UTILITY POLE.8. EXISTING POLE LIGHT.9. EXISTING CHAINLINK FENCE, 6' HEIGHT.10. EXISTING CHAINLINK FENCE, 4' HEIGHT.11. EXISTING CHAINLINK GATE, HEIGHT SAME AS ADJACENT FENCE.12. EXISTING 6' WOOD PICKET FENCE.13. EXISTING MONUMENT SIGN.14. ROOF OVERHANG ABOVE.15. EXISTING COVERED WALKWAY.16. EXISTING CHAINLINK BACKSTOP.17. EXISTING BLEACHERS.PROPERTY INFORMATION:SITE ADDRESS:6423 STAGECOACH ROADLITTLE ROCK, AR 72204PARCEL NUMBER:44L0880007500PARCEL SIZE:237,402 SF / 5.45 ACRESLEGAL DESCRIPTION:PT NW SW MPDA BEOG AT PT IN SLN NW SW 886'E OF SW COR NW SW N25*W437' TO ELN OF R/W LR-HOT SPRINGS HWY N40 5*E264' S50*E594' TO ELN NW SW S AL ELN 213' TO SE COR NW SW W442' TO POB 27-1N-13WBUILDING AREA:31,245 SF - EXISTING CLASSROOM BLDG16,211 SF - NEW GYM ADDITION (4 CLASSROOMS)47,456 SF - TOTAL BUILDING AREAPARKING:ZONING ARTICLE VIII SEC. 36-50.b.2.2.f.3. MIDDLE GRADES 1-81.0 X 29 CLASSROOMS) + (1.0 X 35 EMPLOYEES) = 64 REQ'D SPACES64 SPACES + 2 ACCESSIBLE SPACES = 71 PROVIDED SPACES, OKZONING:R2 - MULTIFAMILY RESIDENTIALEXISTING USE: EDUCATIONPROPOSED USE: EDUCATIONREVISIONDATEDESCRIPTIONBYPROJECT NO.DATESCALEDRAWING TITLEDRAWING NUMBERDRAWN BYPRELIMINARYNOT FORCONSTRUCTIONLITTLE ROCKAs indicatedAMS LITTLE ROCKACADEMY OF MATCH & SCIENCE6423 STAGECOACH ROADLITTLE ROCK, AR 72204SCHEMATIC DESIGNA-1CONCEPTUAL SITE PLANCRSJUNE 23, 2023-1" = 40'-0"A-11CONCEPTUAL SITE PLAN1 6.7.2023 CITY COMMENTS11 Trip-Generation Calculations MSTA School Traffic CalculationsAM and PM Peak Traffic Estimates(These numbers do not reflect peak hour traffic volumes)School Name:Type: Version:102816PM PM AverageTotal Peak QueueVehicles Vehicles Length30%Pre-K & K67627143118160404 1-10533501415411885123321544 11th 12th Sum >>600561686814995933921948450Pre-K & KAM Trips GeneratedPM Trips GeneratedDirection Parents Buses Staff Trips Parents Buses Staff TripsIN376432727OUT373727633ADT8160141 1-10AM Trips GeneratedPM Trips GeneratedDirection Parents Buses Staff Trips Parents Buses Staff TripsIN 231 50 281 141141OUT23123114150191512332844 AM Trips GeneratedPM Trips GeneratedDirection Parents Buses Staff Trips Parents Buses Staff TripsINOUT AM Trips GeneratedPM Trips GeneratedDirection Parents Buses Staff Trips Parents Buses Staff TripsINOUTIn 325In 168Out269Out224Total593Total392985 Peak-Hour Traffic VolumesRoadway 15%Major Minor AASHTO: On rural roads with average fluctuation in traffic flow, the 30th highestADTof ADTDirectionDirectionhourly volume is typically 15 percent of the ADT.Split 60% 40% Use a 60/40 split unless additional information is available.Cars / Min.AM 12 TripsPM 12 TripsAll AM TRIPSAll PM TRIPSTexarkana NEW Elem SchoolMSTA School Queue Input CalculationsGrade LevelStudent PopulationPrivate / Non-urban CharterStudent DriversTotal AM Trips Number of BusesStaff MembersTotal PM Trips High Demand LengthYes - If Pre-K & K students are provided parking spaces at or above their PM Peak Vehicles >>>>>>AM K-10 TripsPM K-10 TripsAM 11 TripsPM 11 TripsAM Pre-K-K TripsPM PK-K TripsCalculated 7/18/2023 By:_______ Vehicle Turning Movement Count Data Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM SC W Site Code : 00000000 Start Date : 06/28/2023 Page No : 1 AM Hour Turning Movement Count Data West David O'Dodd Road & Stagecoach Road Little Rock, Arkansas P-2219 Groups Printed- AM Count Data Stagecoach Road From North Stagecoach Road From South West David O'Dodd Road From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right 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 2 47 0 49 75 17 0 92 8 5 0 13 154 07:15 AM 4 54 0 58 120 24 0 144 19 12 0 31 233 07:30 AM 4 52 0 56 142 25 0 167 24 13 0 37 260 07:45 AM 9 80 0 89 160 20 0 180 20 11 1 32 301 Total 19 233 0 252 497 86 0 583 71 41 1 113 948 08:00 AM 4 56 0 60 116 14 0 130 14 14 0 28 218 08:15 AM 1 67 0 68 95 18 0 113 15 9 0 24 205 08:30 AM 4 36 0 40 91 10 0 101 12 7 0 19 160 08:45 AM 4 64 0 68 94 18 0 112 18 10 0 28 208 Total 13 223 0 236 396 60 0 456 59 40 0 99 791 Grand Total 32 456 0 488 893 146 0 1039 130 81 1 212 1739 Apprch % 6.6 93.4 0.0 85.9 14.1 0.0 61.3 38.2 0.5 Total % 1.8 26.2 0.0 28.1 51.4 8.4 0.0 59.7 7.5 4.7 0.1 12.2 Stagecoach Road West David O'Dodd Road Stagecoach Road Right 32 Thru 456 Peds 0 InOut Total 974 488 1462 Left 146 Thru 893 Peds 0 Out TotalIn 586 1039 1625 Left81 Right130 Peds1 TotalOutIn178 212 390 6/28/2023 7:00:00 AM 6/28/2023 8:45:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM SC W Site Code : 00000000 Start Date : 06/28/2023 Page No : 2 AM Hour Turning Movement Count Data West David O'Dodd Road & Stagecoach Road Little Rock, Arkansas P-2219 Stagecoach Road From North Stagecoach Road From South West David O'Dodd Road From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total Peak Hour From 07:00 AM to 08:45 AM - Peak 1 of 1 Intersection 07:15 AM Volume 21 242 0 263 538 83 0 621 77 50 1 128 1012 Percent 8.0 92.0 0.0 86.6 13.4 0.0 60.2 39.1 0.8 07:45 Volume 9 80 0 89 160 20 0 180 20 11 1 32 301 Peak Factor 0.841 High Int. 07:45 AM 07:45 AM 07:30 AM Volume 9 80 0 89 160 20 0 180 24 13 0 37 Peak Factor 0.739 0.863 0.865 Stagecoach Road West David O'Dodd Road Stagecoach Road Right 21 Thru 242 Peds 0 InOut Total 588 263 851 Left 83 Thru 538 Peds 0 Out TotalIn 319 621 940 Left50 Right77 Peds1 TotalOutIn104 128 232 6/28/2023 7:15:00 AM 6/28/2023 8:00:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM SC We Site Code : 00000000 Start Date : 06/27/2023 Page No : 1 School PM Hr Turning Movement Count Data West David O'Dodd Road & Stagecoach Road Little Rock, Arkansas P-2219 Groups Printed- School PM Count Data Stagecoach Road From North Stagecoach Road From South West David O'Dodd Road From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right 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 02:30 PM 8 92 0 100 92 21 0 113 24 8 0 32 245 02:45 PM 11 99 0 110 82 7 0 89 16 5 0 21 220 Total 19 191 0 210 174 28 0 202 40 13 0 53 465 03:00 PM 4 94 0 98 70 9 0 79 12 10 0 22 199 03:15 PM 11 91 0 102 67 8 0 75 9 10 0 19 196 03:30 PM 10 114 0 124 86 8 1 95 13 4 0 17 236 03:45 PM 8 107 0 115 66 9 1 76 18 7 0 25 216 Total 33 406 0 439 289 34 2 325 52 31 0 83 847 Grand Total 52 597 0 649 463 62 2 527 92 44 0 136 1312 Apprch % 8.0 92.0 0.0 87.9 11.8 0.4 67.6 32.4 0.0 Total % 4.0 45.5 0.0 49.5 35.3 4.7 0.2 40.2 7.0 3.4 0.0 10.4 Stagecoach Road West David O'Dodd Road Stagecoach Road Right 52 Thru 597 Peds 0 InOut Total 507 649 1156 Left 62 Thru 463 Peds 2 Out TotalIn 689 527 1216 Left44 Right92 Peds0 TotalOutIn114 136 250 6/27/2023 2:30:00 PM 6/27/2023 3:45:00 PM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM SC We Site Code : 00000000 Start Date : 06/27/2023 Page No : 2 School PM Hr Turning Movement Count Data West David O'Dodd Road & Stagecoach Road Little Rock, Arkansas P-2219 Stagecoach Road From North Stagecoach Road From South West David O'Dodd Road From West Start Time Right Thru Peds App. Total Thru Left Peds App. Total Right Left Peds App. Total Int. Total Peak Hour From 02:30 PM to 03:45 PM - Peak 1 of 1 Intersection 02:30 PM Volume 34 376 0 410 311 45 0 356 61 33 0 94 860 Percent 8.3 91.7 0.0 87.4 12.6 0.0 64.9 35.1 0.0 02:30 Volume 8 92 0 100 92 21 0 113 24 8 0 32 245 Peak Factor 0.878 High Int. 02:45 PM 02:30 PM 02:30 PM Volume 11 99 0 110 92 21 0 113 24 8 0 32 Peak Factor 0.932 0.788 0.734 Stagecoach Road West David O'Dodd Road Stagecoach Road Right 34 Thru 376 Peds 0 InOut Total 344 410 754 Left 45 Thru 311 Peds 0 Out TotalIn 437 356 793 Left33 Right61 Peds0 TotalOutIn79 94 173 6/27/2023 2:30:00 PM 6/27/2023 3:15:00 PM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM SC Ea Site Code : 00000000 Start Date : 06/28/2023 Page No : 1 AM Hour Turning Movement Count Data East David O'Dodd Road & Stagecoach Road Little Rock, Arkansas P-2219 Groups Printed- AM Count Data Stagecoach Road From North East David O'Dodd Road From East Stagecoach Road From South 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 47 0 0 47 0 2 1 3 0 75 0 75 125 07:15 AM 54 0 0 54 1 1 0 2 1 120 0 121 177 07:30 AM 52 0 0 52 0 0 0 0 0 142 0 142 194 07:45 AM 80 0 0 80 0 0 0 0 0 160 0 160 240 Total 233 0 0 233 1 3 1 5 1 497 0 498 736 08:00 AM 56 1 0 57 0 0 0 0 0 116 0 116 173 08:15 AM 67 0 0 67 0 1 0 1 0 95 0 95 163 08:30 AM 36 1 0 37 3 3 0 6 0 91 0 91 134 08:45 AM 64 0 0 64 0 0 0 0 0 94 0 94 158 Total 223 2 0 225 3 4 0 7 0 396 0 396 628 Grand Total 456 2 0 458 4 7 1 12 1 893 0 894 1364 Apprch % 99.6 0.4 0.0 33.3 58.3 8.3 0.1 99.9 0.0 Total % 33.4 0.1 0.0 33.6 0.3 0.5 0.1 0.9 0.1 65.5 0.0 65.5 Stagecoach Road East David O'Dodd Road Stagecoach Road Thru 456 Left 2 Peds 0 InOut Total 897 458 1355 Right4 Left7 Peds1 OutTotalIn3 12 15 Thru 893 Right 1 Peds 0 Out TotalIn 463 894 1357 6/28/2023 7:00:00 AM 6/28/2023 8:45:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM SC Ea Site Code : 00000000 Start Date : 06/28/2023 Page No : 2 AM Hour Turning Movement Count Data East David O'Dodd Road & Stagecoach Road Little Rock, Arkansas P-2219 Stagecoach Road From North East David O'Dodd Road From East Stagecoach Road From South 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 07:15 AM Volume 242 1 0 243 1 1 0 2 1 538 0 539 784 Percent 99.6 0.4 0.0 50.0 50.0 0.0 0.2 99.8 0.0 07:45 Volume 80 0 0 80 0 0 0 0 0 160 0 160 240 Peak Factor 0.817 High Int. 07:45 AM 07:15 AM 07:45 AM Volume 80 0 0 80 1 1 0 2 0 160 0 160 Peak Factor 0.759 0.250 0.842 Stagecoach Road East David O'Dodd Road Stagecoach Road Thru 242 Left 1 Peds 0 InOut Total 539 243 782 Right1 Left1 Peds0 OutTotalIn2 2 4 Thru 538 Right 1 Peds 0 Out TotalIn 243 539 782 6/28/2023 7:15:00 AM 6/28/2023 8:00:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM SC Ea Site Code : 00000000 Start Date : 06/27/2023 Page No : 1 School PM Hr Turning Movement Count Data East David O'Dodd Road & Stagecoach Road Little Rock, Arkansas P-2219 Groups Printed- School PM Count Data Stagecoach Road From North East David O'Dodd Road From East Stagecoach Road From South 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 92 0 0 92 0 0 0 0 1 92 0 93 185 02:45 PM 99 0 0 99 0 1 0 1 2 82 0 84 184 Total 191 0 0 191 0 1 0 1 3 174 0 177 369 03:00 PM 94 0 0 94 1 3 0 4 2 70 0 72 170 03:15 PM 91 2 0 93 2 1 1 4 1 67 0 68 165 03:30 PM 114 0 0 114 0 1 5 6 1 86 1 88 208 03:45 PM 107 0 0 107 0 1 2 3 0 66 1 67 177 Total 406 2 0 408 3 6 8 17 4 289 2 295 720 Grand Total 597 2 0 599 3 7 8 18 7 463 2 472 1089 Apprch % 99.7 0.3 0.0 16.7 38.9 44.4 1.5 98.1 0.4 Total % 54.8 0.2 0.0 55.0 0.3 0.6 0.7 1.7 0.6 42.5 0.2 43.3 Stagecoach Road East David O'Dodd Road Stagecoach Road Thru 597 Left 2 Peds 0 InOut Total 466 599 1065 Right3 Left7 Peds8 OutTotalIn9 18 27 Thru 463 Right 7 Peds 2 Out TotalIn 604 472 1076 6/27/2023 2:30:00 PM 6/27/2023 3:45:00 PM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM SC Ea Site Code : 00000000 Start Date : 06/27/2023 Page No : 2 School PM Hr Turning Movement Count Data East David O'Dodd Road & Stagecoach Road Little Rock, Arkansas P-2219 Stagecoach Road From North East David O'Dodd Road From East Stagecoach Road From South 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 02:45 PM Volume 398 2 0 400 3 6 6 15 6 305 1 312 727 Percent 99.5 0.5 0.0 20.0 40.0 40.0 1.9 97.8 0.3 03:30 Volume 114 0 0 114 0 1 5 6 1 86 1 88 208 Peak Factor 0.874 High Int. 03:30 PM 03:30 PM 03:30 PM Volume 114 0 0 114 0 1 5 6 1 86 1 88 Peak Factor 0.877 0.625 0.886 Stagecoach Road East David O'Dodd Road Stagecoach Road Thru 398 Left 2 Peds 0 InOut Total 308 400 708 Right3 Left6 Peds6 OutTotalIn8 15 23 Thru 305 Right 6 Peds 1 Out TotalIn 404 312 716 6/27/2023 2:45:00 PM 6/27/2023 3:30:00 PM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM NB SC Site Code : 00000000 Start Date : 06/29/2023 Page No : 1 School PM Hr Turning Movement Count Data I-430 Northbound Ramp & Stagecoach Road Little Rock, Arkansas P-2219 Groups Printed- School PM Count Data Stagecoach Road From East I-430 Northbound Ramp From South Stagecoach Road 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 07:00 AM 13 46 0 0 59 25 0 4 0 29 0 88 225 0 313 401 07:15 AM 15 57 0 0 72 33 0 5 0 38 0 124 273 0 397 507 07:30 AM 19 76 0 0 95 26 0 9 0 35 0 123 293 0 416 546 07:45 AM 23 81 0 0 104 24 0 9 0 33 0 166 310 0 476 613 Total 70 260 0 0 330 108 0 27 0 135 0 501 1101 0 1602 2067 08:00 AM 20 69 0 0 89 27 1 27 0 55 0 110 298 0 408 552 08:15 AM 19 91 0 0 110 42 0 38 0 80 0 92 253 0 345 535 08:30 AM 25 59 0 0 84 21 0 17 0 38 0 79 207 0 286 408 08:45 AM 4 65 0 0 69 23 0 11 0 34 0 74 163 0 237 340 Total 68 284 0 0 352 113 1 93 0 207 0 355 921 0 1276 1835 Grand Total 138 544 0 0 682 221 1 120 0 342 0 856 2022 0 2878 3902 Apprch % 20.2 79.8 0.0 0.0 64.6 0.3 35.1 0.0 0.0 29.7 70.3 0.0 Total % 3.5 13.9 0.0 0.0 17.5 5.7 0.0 3.1 0.0 8.8 0.0 21.9 51.8 0.0 73.8 Not Named Stagecoach Road Stagecoach Road I-430 Northbound Ramp InOut Total 2161 0 2161 Right138 Thru544 Left0 Peds0 OutTotalIn1077 682 1759 Left 120 Thru 1 Right 221 Peds 0 Out TotalIn 0 342 342 Left2022 Thru856 Right0 Peds0 TotalOutIn664 2878 3542 6/29/2023 7:00:00 AM 6/29/2023 8:45:00 AM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM NB SC Site Code : 00000000 Start Date : 06/29/2023 Page No : 2 School PM Hr Turning Movement Count Data I-430 Northbound Ramp & Stagecoach Road Little Rock, Arkansas P-2219 Stagecoach Road From East I-430 Northbound Ramp From South Stagecoach Road 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 07:00 AM to 08:45 AM - Peak 1 of 1 Intersection 07:30 AM Volume 81 317 0 0 398 119 1 83 0 203 0 491 1154 0 1645 2246 Percent 20.4 79.6 0.0 0.0 58.6 0.5 40.9 0.0 0.0 29.8 70.2 0.0 07:45 Volume 23 81 0 0 104 24 0 9 0 33 0 166 310 0 476 613 Peak Factor 0.916 High Int. 08:15 AM 08:15 AM 07:45 AM Volume 19 91 0 0 110 42 0 38 0 80 0 166 310 0 476 Peak Factor 0.905 0.634 0.864 Not Named Stagecoach Road Stagecoach Road I-430 Northbound Ramp InOut Total 1236 0 1236 Right81 Thru317 Left0 Peds0 OutTotalIn610 398 1008 Left 83 Thru 1 Right 119 Peds 0 Out TotalIn 0 203 203 Left1154 Thru491 Right0 Peds0 TotalOutIn400 1645 2045 6/29/2023 7:30:00 AM 6/29/2023 8:15:00 AM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM NB SC Site Code : 00000000 Start Date : 06/28/2023 Page No : 1 School PM Hr Turning Movement Count Data I-430 Northbound Ramp & Stagecoach Road Little Rock, Arkansas P-2219 Groups Printed- School PM Count Data Stagecoach Road From East I-430 Northbound Ramp From South Stagecoach Road From West Start Time Right Thru Peds App. Total Right Thru Left 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 1.0 02:30 PM 10 79 0 89 21 2 13 0 36 54 88 0 142 267 02:45 PM 8 78 0 86 28 1 8 0 37 57 99 0 156 279 Total 18 157 0 175 49 3 21 0 73 111 187 0 298 546 03:00 PM 9 86 0 95 32 1 15 0 48 75 106 0 181 324 03:15 PM 5 84 0 89 25 3 12 0 40 61 78 0 139 268 03:30 PM 7 119 0 126 42 0 21 0 63 67 89 0 156 345 03:45 PM 12 134 0 146 30 0 10 0 40 73 93 0 166 352 Total 33 423 0 456 129 4 58 0 191 276 366 0 642 1289 *** BREAK *** Grand Total 51 580 0 631 178 7 79 0 264 387 553 0 940 1835 Apprch % 8.1 91.9 0.0 67.4 2.7 29.9 0.0 41.2 58.8 0.0 Total % 2.8 31.6 0.0 34.4 9.7 0.4 4.3 0.0 14.4 21.1 30.1 0.0 51.2 Not Named Stagecoach Road Stagecoach Road I-430 Northbound Ramp InOut Total 611 0 611 Right51 Thru580 Peds0 OutTotalIn565 631 1196 Left 79 Thru 7 Right 178 Peds 0 Out TotalIn 0 264 264 Left553 Thru387 Peds0 TotalOutIn659 940 1599 6/28/2023 2:30:00 PM 6/28/2023 4:00:00 PM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM NB SC Site Code : 00000000 Start Date : 06/28/2023 Page No : 2 School PM Hr Turning Movement Count Data I-430 Northbound Ramp & Stagecoach Road Little Rock, Arkansas P-2219 Stagecoach Road From East I-430 Northbound Ramp From South Stagecoach Road From West Start Time Right Thru Peds App. Total Right Thru Left Peds App. Total Thru Left Peds App. Total Int. Total Peak Hour From 02:30 PM to 04:00 PM - Peak 1 of 1 Intersection 03:00 PM Volume 33 423 0 456 129 4 58 0 191 276 366 0 642 1289 Percent 7.2 92.8 0.0 67.5 2.1 30.4 0.0 43.0 57.0 0.0 03:45 Volume 12 134 0 146 30 0 10 0 40 73 93 0 166 352 Peak Factor 0.915 High Int. 03:45 PM 03:30 PM 03:00 PM Volume 12 134 0 146 42 0 21 0 63 75 106 0 181 Peak Factor 0.781 0.758 0.887 Not Named Stagecoach Road Stagecoach Road I-430 Northbound Ramp InOut Total 403 0 403 Right33 Thru423 Peds0 OutTotalIn405 456 861 Left 58 Thru 4 Right 129 Peds 0 Out TotalIn 0 191 191 Left366 Thru276 Peds0 TotalOutIn481 642 1123 6/28/2023 3:00:00 PM 6/28/2023 3:45:00 PM School PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM SB SC Site Code : 00000000 Start Date : 06/28/2023 Page No : 1 AM Hour Turning Movement Count Data Stagecoach and I-430 Southbound Ramp Little Rock, Arkansas P-2219 Groups Printed- AM Count Data I-430 Southbound Ramp From North Stagecoach Road From East Stagecoach Road From West Start Time Right Thru Left Peds App. Total Thru 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 1.0 07:00 AM 39 0 4 0 43 31 32 0 63 24 167 0 191 297 07:15 AM 58 0 10 0 68 40 34 0 74 39 295 0 334 476 07:30 AM 65 0 4 0 69 35 32 0 67 28 390 0 418 554 07:45 AM 82 0 10 0 92 58 39 0 97 41 369 0 410 599 Total 244 0 28 0 272 164 137 0 301 132 1221 0 1353 1926 08:00 AM 60 0 5 0 65 44 28 0 72 36 309 0 345 482 08:15 AM 74 1 8 0 83 70 16 0 86 12 258 0 270 439 08:30 AM 62 0 8 0 70 39 27 0 66 22 194 0 216 352 08:45 AM 56 0 6 0 62 32 22 0 54 18 185 0 203 319 Total 252 1 27 0 280 185 93 0 278 88 946 0 1034 1592 Grand Total 496 1 55 0 552 349 230 0 579 220 2167 0 2387 3518 Apprch % 89.9 0.2 10.0 0.0 60.3 39.7 0.0 9.2 90.8 0.0 Total % 14.1 0.0 1.6 0.0 15.7 9.9 6.5 0.0 16.5 6.3 61.6 0.0 67.9 I-430 Southbound Ramp Stagecoach Road Stagecoach Road Not Named Right 496 Thru 1 Left 55 Peds 0 InOut Total 0 552 552 Thru349 Left230 Peds0 OutTotalIn2222 579 2801 Out TotalIn 451 0 451 Thru2167 Right220 Peds0 TotalOutIn845 2387 3232 6/28/2023 7:00:00 AM 6/28/2023 8:45:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM SB SC Site Code : 00000000 Start Date : 06/28/2023 Page No : 2 AM Hour Turning Movement Count Data Stagecoach and I-430 Southbound Ramp Little Rock, Arkansas P-2219 I-430 Southbound Ramp From North Stagecoach Road From East Stagecoach Road From West Start Time Right Thru Left Peds App. Total Thru 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 07:15 AM Volume 265 0 29 0 294 177 133 0 310 144 1363 0 1507 2111 Percent 90.1 0.0 9.9 0.0 57.1 42.9 0.0 9.6 90.4 0.0 07:45 Volume 82 0 10 0 92 58 39 0 97 41 369 0 410 599 Peak Factor 0.881 High Int. 07:45 AM 07:45 AM 07:30 AM Volume 82 0 10 0 92 58 39 0 97 28 390 0 418 Peak Factor 0.799 0.799 0.901 I-430 Southbound Ramp Stagecoach Road Stagecoach Road Not Named Right 265 Thru 0 Left 29 Peds 0 InOut Total 0 294 294 Thru177 Left133 Peds0 OutTotalIn1392 310 1702 Out TotalIn 277 0 277 Thru1363 Right144 Peds0 TotalOutIn442 1507 1949 6/28/2023 7:15:00 AM 6/28/2023 8:00:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM SB SC Site Code : 00000000 Start Date : 06/27/2023 Page No : 1 School PM Hr Turning Movement Count Data I-430 Southbound Ramp & Stagecoach Road Little Rock, Arkansas P-2215 Groups Printed- School PM Count data I-430 Southbound Ramp From North Stagecoach Road From East Stagecoach Road From West Start Time Right Thru Left Peds App. Total Thru 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 1.0 02:30 PM 121 0 12 0 133 76 31 0 107 22 165 0 187 427 02:45 PM 142 0 14 0 156 78 30 0 108 9 132 0 141 405 Total 263 0 26 0 289 154 61 0 215 31 297 0 328 832 03:00 PM 110 0 23 0 133 76 35 0 111 12 137 0 149 393 03:15 PM 192 0 8 0 200 62 33 0 95 22 120 0 142 437 03:30 PM 117 0 18 0 135 96 48 0 144 14 148 0 162 441 03:45 PM 141 0 12 0 153 103 30 0 133 20 146 0 166 452 Total 560 0 61 0 621 337 146 0 483 68 551 0 619 1723 Grand Total 823 0 87 0 910 491 207 0 698 99 848 0 947 2555 Apprch % 90.4 0.0 9.6 0.0 70.3 29.7 0.0 10.5 89.5 0.0 Total % 32.2 0.0 3.4 0.0 35.6 19.2 8.1 0.0 27.3 3.9 33.2 0.0 37.1 I-430 Southbound Ramp Stagecoach Road Stagecoach Road Not Named Right 823 Thru 0 Left 87 Peds 0 InOut Total 0 910 910 Thru491 Left207 Peds0 OutTotalIn935 698 1633 Out TotalIn 306 0 306 Thru848 Right99 Peds0 TotalOutIn1314 947 2261 6/27/2023 2:30:00 PM 6/27/2023 3:45:00 PM School PM Count data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM SB SC Site Code : 00000000 Start Date : 06/27/2023 Page No : 2 School PM Hr Turning Movement Count Data I-430 Southbound Ramp & Stagecoach Road Little Rock, Arkansas P-2215 I-430 Southbound Ramp From North Stagecoach Road From East Stagecoach Road From West Start Time Right Thru Left Peds App. Total Thru 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 560 0 61 0 621 337 146 0 483 68 551 0 619 1723 Percent 90.2 0.0 9.8 0.0 69.8 30.2 0.0 11.0 89.0 0.0 03:45 Volume 141 0 12 0 153 103 30 0 133 20 146 0 166 452 Peak Factor 0.953 High Int. 03:15 PM 03:30 PM 03:45 PM Volume 192 0 8 0 200 96 48 0 144 20 146 0 166 Peak Factor 0.776 0.839 0.932 I-430 Southbound Ramp Stagecoach Road Stagecoach Road Not Named Right 560 Thru 0 Left 61 Peds 0 InOut Total 0 621 621 Thru337 Left146 Peds0 OutTotalIn612 483 1095 Out TotalIn 214 0 214 Thru551 Right68 Peds0 TotalOutIn897 619 1516 6/27/2023 3:00:00 PM 6/27/2023 3:45:00 PM School PM Count data North Capacity and Level of Service Calculations P2219 - AMS CHARTER SCHOOL EXISTING AM 5381E. DAVID O DODD RD. 1 11242 STAGECOACH RD.83538W. DAVID O DODD RD. 5077 242211 3 6 3 1 4 4 1 3 3177I-430 SB RAMP29265S T A G E CO A CH R D. I-430 NB RAMP8311191 1 5 4 4 9 1 3 1 781 P2219 - EXISTING AM STAGECOACH RD. AT W. DAVID O DODD RD. Page 1 Intersection Int Delay, s/veh 3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 50 77 83 538 242 21 Future Vol, veh/h 50 77 83 538 242 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 54 84 90 585 263 23 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1040 275 286 0 - 0 Stage 1 275 ----- Stage 2 765 ----- 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 255 764 1276 - - - Stage 1 771 ----- Stage 2 459 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 228 764 1276 - - - Mov Cap-2 Maneuver 228 ----- Stage 1 691 ----- Stage 2 459 ----- Approach EB NB SB HCM Control Delay, s 18.8 1.1 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1276 - 397 - - HCM Lane V/C Ratio 0.071 - 0.348 - - HCM Control Delay (s) 8 0 18.8 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.2 - 1.5 - - P2219 - EXISTING AM STAGECOACH RD. AT I-430 SB RAMP Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1363 144 133 177 0000290265 Future Volume (vph) 0 1363 144 133 177 0000290265 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 0 0 0 0 60 Storage Lanes 0 0 1 0 0 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.986 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 3490 0 1770 1863 00001770 0 1583 Flt Permitted 0.101 0.950 Satd. Flow (perm) 0 3490 0 188 1863 00001770 0 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 15 288 Link Speed (mph) 45 45 30 30 Link Distance (ft) 650 652 259 641 Travel Time (s) 9.8 9.9 5.9 14.6 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 Adj. Flow (vph) 0 1482 157 145 192 0000320288 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1639 0 145 192 0000320288 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 2 1 1 Detector Template Thru Left Thru Left Right Leading Detector (ft) 100 20 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 6 20 6 20 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type NA pm+pt NA Prot Prot Protected Phases 6 5 2 4 4 Permitted Phases 2 P2219 - EXISTING AM STAGECOACH RD. AT I-430 SB RAMP Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 6 5 2 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 9.5 22.5 9.5 9.5 Total Split (s) 72.0 16.0 88.0 32.0 32.0 Total Split (%) 60.0% 13.3% 73.3% 26.7% 26.7% Maximum Green (s) 67.5 11.5 83.5 27.5 27.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min None C-Min None None Walk Time (s) 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 87.4 101.8 101.8 9.2 9.2 Actuated g/C Ratio 0.73 0.85 0.85 0.08 0.08 v/c Ratio 0.64 0.50 0.12 0.24 0.75 Control Delay 11.1 22.2 0.5 54.3 18.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 11.1 22.2 0.5 54.3 18.2 LOS B C A D B Approach Delay 11.1 9.9 21.8 Approach LOS B A C Queue Length 50th (ft) 273 76 0 24 0 Queue Length 95th (ft) 535 m5 m1 53 83 Internal Link Dist (ft) 570 572 179 561 Turn Bay Length (ft) 150 60 Base Capacity (vph) 2544 323 1581 405 584 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.64 0.45 0.12 0.08 0.49 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 110 (92%), Referenced to phase 2:WBTL and 6:EBT, Start of Green Natural Cycle: 55 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 12.4 Intersection LOS: B Intersection Capacity Utilization 101.4% ICU Level of Service G Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. P2219 - EXISTING AM STAGECOACH RD. AT I-430 SB RAMP Page 3 Splits and Phases: 11: STAGECOACH RD. & I-430 SB RAMP P2219 - EXISTING AM STAGECOACH RD. AT I-430 NB RAMP Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1154 491 0 0 317 81 83 0 119 0 0 0 Future Volume (vph) 1154 491 0 0 317 81 83 0 119 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 60 0 0 Storage Lanes 1 0 0 0 1 1 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.973 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 1863 0 0 1812 0 1770 0 1583 0 0 0 Flt Permitted 0.148 0.950 Satd. Flow (perm) 276 1863 0 0 1812 0 1770 0 1583 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 9 129 Link Speed (mph) 45 45 30 30 Link Distance (ft) 938 423 625 158 Travel Time (s) 14.2 6.4 14.2 3.6 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 Adj. Flow (vph) 1254 534 0 0 345 88 90 0 129 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 1254 534 0 0 433 0 90 0 129 0 0 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Left Right Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type pm+pt NA NA Prot Prot Protected Phases 1 6 2 4 4 Permitted Phases 6 P2219 - EXISTING AM STAGECOACH RD. AT I-430 NB RAMP Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 1 6 2 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 9.5 Total Split (s) 71.0 98.0 27.0 22.0 22.0 Total Split (%) 59.2% 81.7% 22.5% 18.3% 18.3% Maximum Green (s) 66.5 93.5 22.5 17.5 17.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None None Walk Time (s) 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 99.6 99.6 22.5 11.4 11.4 Actuated g/C Ratio 0.83 0.83 0.19 0.10 0.10 v/c Ratio 1.11 0.35 1.25 0.54 0.48 Control Delay 78.5 2.2 173.4 62.8 14.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 78.5 2.2 173.4 62.8 14.6 LOS E A F E B Approach Delay 55.7 173.4 34.4 Approach LOS E F C Queue Length 50th (ft) ~1062 16 ~414 68 0 Queue Length 95th (ft) #1355 96 #619 118 57 Internal Link Dist (ft) 858 343 545 78 Turn Bay Length (ft)60 Base Capacity (vph) 1132 1546 347 258 341 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 1.11 0.35 1.25 0.35 0.38 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 46 (38%), Referenced to phase 2:WBT and 6:EBTL, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.25 Intersection Signal Delay: 74.7 Intersection LOS: E Intersection Capacity Utilization 101.4% ICU Level of Service G Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. P2219 - EXISTING AM STAGECOACH RD. AT I-430 NB RAMP Page 3 Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 15: I-430 NB RAMP P2219 - EXISTING AM STAGECOACH RD. AT E. DAVID O DODD RD. Page 1 Intersection Int Delay, s/veh 0 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 1 538 1 1 242 Future Vol, veh/h 1 1 538 1 1 242 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 1 1 585 1 1 263 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 851 586 0 0 586 0 Stage 1 586 ----- Stage 2 265 ----- 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 330 510 - - 989 - Stage 1 556 ----- Stage 2 779 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 330 510 - - 989 - Mov Cap-2 Maneuver 330 ----- Stage 1 556 ----- Stage 2 778 ----- Approach WB NB SB HCM Control Delay, s 14 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 401 989 - HCM Lane V/C Ratio - - 0.005 0.001 - HCM Control Delay (s) - - 14 8.6 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0 0 - P2219 - AMS CHARTER SCHOOL EXISTING PM 5381E. DAVID O DODD RD. 7 31242 STAGECOACH RD.45311W. DAVID O DODD RD. 3361 376345 5 16 8 1 4 6337I-430 SB RAMP61560S T A G E CO A CH R D. I-430 NB RAMP5841293 6 6 2 7 6 4 2 333 P2219 - EXISTING PM STAGECOACH RD. AT W. DAVID O DODD RD. Page 1 Intersection Int Delay, s/veh 2.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 33 61 45 311 376 34 Future Vol, veh/h 33 61 45 311 376 34 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 36 66 49 338 409 37 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 864 428 446 0 - 0 Stage 1 428 ----- Stage 2 436 ----- 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 325 627 1114 - - - Stage 1 657 ----- Stage 2 652 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 307 627 1114 - - - Mov Cap-2 Maneuver 307 ----- Stage 1 622 ----- Stage 2 652 ----- Approach EB NB SB HCM Control Delay, s 15.1 1.1 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1114 - 459 - - HCM Lane V/C Ratio 0.044 - 0.223 - - HCM Control Delay (s) 8.4 0 15.1 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.1 - 0.8 - - P2219 - EXISTING PM STAGECOACH RD. AT I-430 SB RAMP Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 551 68 146 337 0000610560 Future Volume (vph) 0 551 68 146 337 0000610560 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 0 0 0 0 60 Storage Lanes 0 0 1 0 0 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.984 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 3483 0 1770 1863 00001770 0 1583 Flt Permitted 0.348 0.950 Satd. Flow (perm) 0 3483 0 648 1863 00001770 0 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 21 609 Link Speed (mph) 45 45 30 30 Link Distance (ft) 650 652 259 641 Travel Time (s) 9.8 9.9 5.9 14.6 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 Adj. Flow (vph) 0 599 74 159 366 0000660609 Shared Lane Traffic (%) Lane Group Flow (vph) 0 673 0 159 366 0000660609 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 2 1 1 Detector Template Thru Left Thru Left Right Leading Detector (ft) 100 20 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 6 20 6 20 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type NA pm+pt NA Prot Prot Protected Phases 6 5 2 4 4 Permitted Phases 2 P2219 - EXISTING PM STAGECOACH RD. AT I-430 SB RAMP Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 6 5 2 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 9.5 22.5 9.5 9.5 Total Split (s) 60.0 26.0 86.0 14.0 14.0 Total Split (%) 60.0% 26.0% 86.0% 14.0% 14.0% Maximum Green (s) 55.5 21.5 81.5 9.5 9.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min None C-Min None None Walk Time (s) 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 65.3 77.8 77.8 13.2 13.2 Actuated g/C Ratio 0.65 0.78 0.78 0.13 0.13 v/c Ratio 0.29 0.27 0.25 0.28 0.83 Control Delay 8.9 5.6 5.1 39.5 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 8.9 5.6 5.1 39.5 13.5 LOS A A A D B Approach Delay 8.9 5.2 16.0 Approach LOS A A B Queue Length 50th (ft) 70 13 33 40 0 Queue Length 95th (ft) 167 72 152 68 101 Internal Link Dist (ft) 570 572 179 561 Turn Bay Length (ft) 150 60 Base Capacity (vph) 2313 745 1531 245 744 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.29 0.21 0.24 0.27 0.82 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBT, Start of Green Natural Cycle: 45 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 10.4 Intersection LOS: B Intersection Capacity Utilization 64.0% ICU Level of Service B Analysis Period (min) 15 P2219 - EXISTING PM STAGECOACH RD. AT I-430 SB RAMP Page 3 Splits and Phases: 11: STAGECOACH RD. & I-430 SB RAMP P2219 - EXISTING PM STAGECOACH RD. AT I-430 NB RAMP Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 366 276 0 0 423 33 58 4 129 0 0 0 Future Volume (vph) 366 276 0 0 423 33 58 4 129 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 60 0 0 Storage Lanes 1 0 0 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.990 0.854 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 1863 0 0 1844 0 1770 1591 0000 Flt Permitted 0.392 0.950 Satd. Flow (perm) 730 1863 0 0 1844 0 1770 1591 0000 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 6 140 Link Speed (mph) 45 45 30 30 Link Distance (ft) 938 423 625 158 Travel Time (s) 14.2 6.4 14.2 3.6 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 Adj. Flow (vph) 398 300 0 0 460 36 63 4 140 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 398 300 0 0 496 0 63 144 0000 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 2 Detector Template Left Thru Thru Left Thru Leading Detector (ft) 20 100 100 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA Prot NA Protected Phases 1 6! 2! 4 2! Permitted Phases 6! P2219 - EXISTING PM STAGECOACH RD. AT I-430 NB RAMP Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 1 6 2 4 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 Total Split (s) 26.0 85.0 59.0 15.0 59.0 Total Split (%) 26.0% 85.0% 59.0% 15.0% 59.0% Maximum Green (s) 21.5 80.5 54.5 10.5 54.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 84.1 85.0 66.4 8.9 66.4 Actuated g/C Ratio 0.84 0.85 0.66 0.09 0.66 v/c Ratio 0.53 0.19 0.40 0.40 0.13 Control Delay 11.7 2.0 10.9 49.8 2.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 11.7 2.0 10.9 49.8 2.2 LOS B A B D A Approach Delay 7.6 10.9 16.7 Approach LOS A B B Queue Length 50th (ft) 38 26 136 39 1 Queue Length 95th (ft) 206 51 269 78 28 Internal Link Dist (ft) 858 343 545 78 Turn Bay Length (ft) Base Capacity (vph) 837 1590 1227 191 1104 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.48 0.19 0.40 0.33 0.13 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBWB and 6:EBTL, Start of Green Natural Cycle: 45 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.53 Intersection Signal Delay: 10.1 Intersection LOS: B Intersection Capacity Utilization 64.0% ICU Level of Service B Analysis Period (min) 15 ! Phase conflict between lane groups. P2219 - EXISTING PM STAGECOACH RD. AT I-430 NB RAMP Page 3 Splits and Phases: 15: I-430 NB RAMP P2219 - EXISTING PM STAGECOACH RD. AT E. DAVID O DODD RD. Page 1 Intersection Int Delay, s/veh 0.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 7 3 538 1 1 242 Future Vol, veh/h 7 3 538 1 1 242 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 8 3 585 1 1 263 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 851 586 0 0 586 0 Stage 1 586 ----- Stage 2 265 ----- 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 330 510 - - 989 - Stage 1 556 ----- Stage 2 779 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 330 510 - - 989 - Mov Cap-2 Maneuver 330 ----- Stage 1 556 ----- Stage 2 778 ----- Approach WB NB SB HCM Control Delay, s 15.1 0 0 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 369 989 - HCM Lane V/C Ratio - - 0.029 0.001 - HCM Control Delay (s) - - 15.1 8.6 0 HCM Lane LOS - - C A A HCM 95th %tile Q(veh) - - 0.1 0 - P2219 - AMS CHARTER SCHOOL PROJECTED AM 673164E. DAVID O DODD RD. 1 1164242 STAGECOACH RD.7020DRIVE A 135 1350243 123619W. DAVID O DODD RD. 50126 340211 4 2 8 1 4 4 1 6 0231I-430 SB RAMP94265S T A G E C O A C H R D . I-430 NB RAMP8311521 1 5 4 6 2 1 3 9 8135 P2219 - PROJECTED AM STAGECOACH RD. AT W. DAVID O DODD RD. Page 1 Intersection Int Delay, s/veh 5.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 50 126 123 619 340 21 Future Vol, veh/h 50 126 123 619 340 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 54 137 134 673 370 23 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1323 382 393 0 - 0 Stage 1 382 ----- Stage 2 941 ----- 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 172 665 1166 - - - Stage 1 690 ----- Stage 2 380 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 140 665 1166 - - - Mov Cap-2 Maneuver 140 ----- Stage 1 563 ----- Stage 2 380 ----- Approach EB NB SB HCM Control Delay, s 31.3 1.4 0 HCM LOS D Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1166 - 322 - - HCM Lane V/C Ratio 0.115 - 0.594 - - HCM Control Delay (s) 8.5 0 31.3 - - HCM Lane LOS A A D - - HCM 95th %tile Q(veh) 0.4 - 3.6 - - P2219 - PROJECTED AM STAGECOACH RD. AT I-430 SB RAMP Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1428 144 160 231 0000940265 Future Volume (vph) 0 1428 144 160 231 0000940265 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 0 0 0 0 60 Storage Lanes 0 0 1 0 0 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.986 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 3490 0 1770 1863 00001770 0 1583 Flt Permitted 0.078 0.950 Satd. Flow (perm) 0 3490 0 145 1863 00001770 0 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 15 288 Link Speed (mph) 45 45 30 30 Link Distance (ft) 650 652 259 641 Travel Time (s) 9.8 9.9 5.9 14.6 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 Adj. Flow (vph) 0 1552 157 174 251 00001020288 Shared Lane Traffic (%) Lane Group Flow (vph) 0 1709 0 174 251 00001020288 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 2 1 1 Detector Template Thru Left Thru Left Right Leading Detector (ft) 100 20 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 6 20 6 20 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type NA pm+pt NA Prot Prot Protected Phases 6 5 2 4 4 Permitted Phases 2 P2219 - PROJECTED AM STAGECOACH RD. AT I-430 SB RAMP Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 6 5 2 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 9.5 22.5 9.5 9.5 Total Split (s) 72.0 16.0 88.0 32.0 32.0 Total Split (%) 60.0% 13.3% 73.3% 26.7% 26.7% Maximum Green (s) 67.5 11.5 83.5 27.5 27.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min None C-Min None None Walk Time (s) 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 81.8 98.7 98.7 12.3 12.3 Actuated g/C Ratio 0.68 0.82 0.82 0.10 0.10 v/c Ratio 0.72 0.61 0.16 0.57 0.69 Control Delay 15.4 22.2 1.3 62.8 14.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 15.4 22.2 1.3 62.8 14.5 LOS B C A E B Approach Delay 15.4 9.9 27.1 Approach LOS B A C Queue Length 50th (ft) 389 102 1 76 0 Queue Length 95th (ft) 628 m4 m5 130 82 Internal Link Dist (ft) 570 572 179 561 Turn Bay Length (ft) 150 60 Base Capacity (vph) 2383 305 1532 405 584 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.72 0.57 0.16 0.25 0.49 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 110 (92%), Referenced to phase 2:WBTL and 6:EBT, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 16.3 Intersection LOS: B Intersection Capacity Utilization 113.8% ICU Level of Service H Analysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. P2219 - PROJECTED AM STAGECOACH RD. AT I-430 SB RAMP Page 3 Splits and Phases: 11: STAGECOACH RD. & I-430 SB RAMP P2219 - PROJECTED AM STAGECOACH RD. AT I-430 NB RAMP Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 1154 621 0 0 398 135 83 1 152 0 0 0 Future Volume (vph) 1154 621 0 0 398 135 83 1 152 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 60 0 0 Storage Lanes 1 0 0 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.966 0.851 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 1863 0 0 1799 0 1770 1585 0000 Flt Permitted 0.148 0.950 Satd. Flow (perm) 276 1863 0 0 1799 0 1770 1585 0000 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 13 165 Link Speed (mph) 45 45 30 30 Link Distance (ft) 938 423 625 158 Travel Time (s) 14.2 6.4 14.2 3.6 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 Adj. Flow (vph) 1254 675 0 0 433 147 90 1 165 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 1254 675 0 0 580 0 90 166 0000 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 2 Detector Template Left Thru Thru Left Thru Leading Detector (ft) 20 100 100 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA Prot NA Protected Phases 1 6! 2! 4 2! Permitted Phases 6! P2219 - PROJECTED AM STAGECOACH RD. AT I-430 NB RAMP Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 1 6 2 4 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 Total Split (s) 71.0 98.0 27.0 22.0 27.0 Total Split (%) 59.2% 81.7% 22.5% 18.3% 22.5% Maximum Green (s) 66.5 93.5 22.5 17.5 22.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 99.6 99.6 22.5 11.4 22.5 Actuated g/C Ratio 0.83 0.83 0.19 0.10 0.19 v/c Ratio 1.11 0.44 1.67 0.54 0.39 Control Delay 79.4 3.3 345.8 62.8 9.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 79.4 3.3 345.8 62.8 9.1 LOS E A F E A Approach Delay 52.7 345.8 28.0 Approach LOS D F C Queue Length 50th (ft) ~1063 64 ~652 68 1 Queue Length 95th (ft) #1359 183 #877 118 60 Internal Link Dist (ft) 858 343 545 78 Turn Bay Length (ft) Base Capacity (vph) 1132 1546 347 258 431 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 1.11 0.44 1.67 0.35 0.39 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 120 Offset: 46 (38%), Referenced to phase 2:NBWB and 6:EBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 1.67 Intersection Signal Delay: 111.9 Intersection LOS: F Intersection Capacity Utilization 113.8% ICU Level of Service H Analysis Period (min) 15 ~ Volume exceeds capacity, queue is theoretically infinite. P2219 - PROJECTED AM STAGECOACH RD. AT I-430 NB RAMP Page 3 Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. ! Phase conflict between lane groups. Splits and Phases: 15: I-430 NB RAMP P2219 - PROJECTED AM STAGECOACH RD. AT E. DAVID O DODD RD. Page 1 Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 1 1 673 164 164 242 Future Vol, veh/h 1 1 673 164 164 242 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 1 1 732 178 178 263 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1440 821 0 0 910 0 Stage 1 821 ----- Stage 2 619 ----- 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 146 374 - - 748 - Stage 1 432 ----- Stage 2 537 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 105 374 - - 748 - Mov Cap-2 Maneuver 105 ----- Stage 1 432 ----- Stage 2 387 ----- Approach WB NB SB HCM Control Delay, s 27.2 0 4.6 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 164 748 - HCM Lane V/C Ratio - - 0.013 0.238 - HCM Control Delay (s) - - 27.2 11.3 0 HCM Lane LOS - - D B A HCM 95th %tile Q(veh) - - 0 0.9 - P2219 - PROJECTED AM STAGECOACH RD. AT DRIVE A (SIGNAL_2) Page 1 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 135 135 702 0 0 243 Future Volume (vph) 135 135 702 0 0 243 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 1770 1583 1863 0 0 1863 Flt Permitted 0.950 Satd. Flow (perm) 1770 1583 1863 0 0 1863 Right Turn on Red Yes Yes Satd. Flow (RTOR) 147 Link Speed (mph) 45 45 45 Link Distance (ft) 839 629 261 Travel Time (s) 12.7 9.5 4.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 147 147 763 0 0 264 Shared Lane Traffic (%) Lane Group Flow (vph) 147 147 763 0 0 264 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Number of Detectors 1 1 2 1 2 Detector Template Left Right Thru Left Thru Leading Detector (ft) 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 6 P2219 - PROJECTED AM STAGECOACH RD. AT DRIVE A (SIGNAL_2) Page 2 Lane Group WBL WBR NBT NBR SBL SBT Detector Phase 8 8 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 Total Split (s) 22.5 22.5 37.5 37.5 37.5 Total Split (%) 37.5% 37.5% 62.5% 62.5% 62.5% Maximum Green (s) 18.0 18.0 33.0 33.0 33.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Min Min Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 9.3 9.3 27.2 27.2 Actuated g/C Ratio 0.22 0.22 0.66 0.66 v/c Ratio 0.37 0.31 0.63 0.22 Control Delay 18.6 6.0 9.6 5.3 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 18.6 6.0 9.6 5.3 LOS B A A A Approach Delay 12.3 9.6 5.3 Approach LOS B A A Queue Length 50th (ft) 28 0 108 26 Queue Length 95th (ft) 82 35 255 64 Internal Link Dist (ft) 759 549 181 Turn Bay Length (ft) 150 150 Base Capacity (vph) 810 804 1495 1495 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.18 0.18 0.51 0.18 Intersection Summary Area Type: Other Cycle Length: 60 Actuated Cycle Length: 41.5 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.63 Intersection Signal Delay: 9.3 Intersection LOS: A Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 P2219 - PROJECTED AM STAGECOACH RD. AT DRIVE A (SIGNAL_2) Page 3 Splits and Phases: 5: STAGECOACH RD. & DRIVE A P2219 - PROJECTED AM STAGECOACH RD. AT DRIVE A (2 lanes) Page 1 Intersection Int Delay, s/veh 6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 135 135 702 0 0 243 Future Vol, veh/h 135 135 702 0 0 243 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 ----- 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 147 147 763 0 0 264 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1027 763 0 0 763 0 Stage 1 763 ----- Stage 2 264 ----- 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 260 404 - - 850 - Stage 1 460 ----- Stage 2 780 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 260 404 - - 850 - Mov Cap-2 Maneuver 260 ----- Stage 1 460 ----- Stage 2 780 ----- Approach WB NB SB HCM Control Delay, s 27.2 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 260 404 850 - HCM Lane V/C Ratio - - 0.564 0.363 - - HCM Control Delay (s) - - 35.4 18.9 0 - HCM Lane LOS - - E C A - HCM 95th %tile Q(veh) - - 3.2 1.6 0 - P2219 - AMS CHARTER SCHOOL PROJECTED PM 57691E. DAVID O DODD RD. 7 386597 STAGECOACH RD.5540DRIVE A 112 1120599 79378W. DAVID O DODD RD. 3386 426345 8 56 8 1 6 8382I-430 SB RAMP95560S T A G E C O A C H R D . I-430 NB RAMP5841463 6 6 3 4 3 4 9 078 P2219 - PROJETED PM STAGECOACH RD. AT W. DAVID O DODD RD. Page 1 Intersection Int Delay, s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 33 86 79 378 426 34 Future Vol, veh/h 33 86 79 378 426 34 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 36 93 86 411 463 37 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1065 482 500 0 - 0 Stage 1 482 ----- Stage 2 583 ----- 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 246 584 1064 - - - Stage 1 621 ----- Stage 2 558 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 220 584 1064 - - - Mov Cap-2 Maneuver 220 ----- Stage 1 556 ----- Stage 2 558 ----- Approach EB NB SB HCM Control Delay, s 18.2 1.5 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h) 1064 - 400 - - HCM Lane V/C Ratio 0.081 - 0.323 - - HCM Control Delay (s) 8.7 0 18.2 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0.3 - 1.4 - - P2219 - PROJETED PM STAGECOACH RD. AT I-430 SB RAMP Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 585 68 168 382 0000950560 Future Volume (vph) 0 585 68 168 382 0000950560 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 150 0 0 0 0 60 Storage Lanes 0 0 1 0 0 0 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.984 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 0 3483 0 1770 1863 00001770 0 1583 Flt Permitted 0.322 0.950 Satd. Flow (perm) 0 3483 0 600 1863 00001770 0 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 20 568 Link Speed (mph) 45 45 30 30 Link Distance (ft) 650 652 259 641 Travel Time (s) 9.8 9.9 5.9 14.6 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 Adj. Flow (vph) 0 636 74 183 415 00001030609 Shared Lane Traffic (%) Lane Group Flow (vph) 0 710 0 183 415 00001030609 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 2 1 1 Detector Template Thru Left Thru Left Right Leading Detector (ft) 100 20 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 6 20 6 20 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type NA pm+pt NA Prot Prot Protected Phases 6 5 2 4 4 Permitted Phases 2 P2219 - PROJETED PM STAGECOACH RD. AT I-430 SB RAMP Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 6 5 2 4 4 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 9.5 22.5 9.5 9.5 Total Split (s) 60.0 26.0 86.0 14.0 14.0 Total Split (%) 60.0% 26.0% 86.0% 14.0% 14.0% Maximum Green (s) 55.5 21.5 81.5 9.5 9.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lag Lead Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Min None C-Min None None Walk Time (s) 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 Pedestrian Calls (#/hr) 0 0 Act Effct Green (s) 61.0 74.3 74.3 16.7 16.7 Actuated g/C Ratio 0.61 0.74 0.74 0.17 0.17 v/c Ratio 0.33 0.33 0.30 0.35 0.83 Control Delay 11.2 9.6 9.7 38.0 14.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 11.2 9.6 9.7 38.0 14.8 LOS B A A D B Approach Delay 11.2 9.7 18.1 Approach LOS B A B Queue Length 50th (ft) 98 23 59 60 23 Queue Length 95th (ft) 194 135 291 95 136 Internal Link Dist (ft) 570 572 179 561 Turn Bay Length (ft) 150 60 Base Capacity (vph) 2189 697 1518 295 737 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.32 0.26 0.27 0.35 0.83 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:WBTL and 6:EBT, Start of Green Natural Cycle: 50 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.83 Intersection Signal Delay: 13.2 Intersection LOS: B Intersection Capacity Utilization 71.3% ICU Level of Service C Analysis Period (min) 15 P2219 - PROJETED PM STAGECOACH RD. AT I-430 SB RAMP Page 3 Splits and Phases: 11: STAGECOACH RD. & I-430 SB RAMP P2219 - PROJETED PM STAGECOACH RD. AT I-430 NB RAMP Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 366 343 0 0 490 78 58 4 146 0 0 0 Future Volume (vph) 366 343 0 0 490 78 58 4 146 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 0 60 0 0 Storage Lanes 1 0 0 0 1 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.981 0.854 Flt Protected 0.950 0.950 Satd. Flow (prot) 1770 1863 0 0 1827 0 1770 1591 0000 Flt Permitted 0.309 0.950 Satd. Flow (perm) 576 1863 0 0 1827 0 1770 1591 0000 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 13 159 Link Speed (mph) 45 45 30 30 Link Distance (ft) 938 423 625 158 Travel Time (s) 14.2 6.4 14.2 3.6 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 Adj. Flow (vph) 398 373 0 0 533 85 63 4 159 0 0 0 Shared Lane Traffic (%) Lane Group Flow (vph) 398 373 0 0 618 0 63 163 0000 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft)0000 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 2 1 2 Detector Template Left Thru Thru Left Thru Leading Detector (ft) 20 100 100 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 6 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 Detector 2 Size(ft) 6 6 6 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 Turn Type pm+pt NA NA Prot NA Protected Phases 1 6! 2! 4 2! Permitted Phases 6! P2219 - PROJETED PM STAGECOACH RD. AT I-430 NB RAMP Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 1 6 2 4 2 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 Total Split (s) 26.0 85.0 59.0 15.0 59.0 Total Split (%) 26.0% 85.0% 59.0% 15.0% 59.0% Maximum Green (s) 21.5 80.5 54.5 10.5 54.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Min C-Min None C-Min Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 84.1 85.0 64.3 8.9 64.3 Actuated g/C Ratio 0.84 0.85 0.64 0.09 0.64 v/c Ratio 0.60 0.24 0.52 0.40 0.15 Control Delay 17.2 2.0 13.4 49.8 2.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 17.2 2.0 13.4 49.8 2.2 LOS B A B D A Approach Delay 9.8 13.4 15.4 Approach LOS A B B Queue Length 50th (ft) 59 33 207 39 1 Queue Length 95th (ft) 216 52 356 78 29 Internal Link Dist (ft) 858 343 545 78 Turn Bay Length (ft) Base Capacity (vph) 741 1590 1179 191 1080 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.54 0.23 0.52 0.33 0.15 Intersection Summary Area Type: Other Cycle Length: 100 Actuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 2:NBWB and 6:EBTL, Start of Green Natural Cycle: 60 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.60 Intersection Signal Delay: 12.0 Intersection LOS: B Intersection Capacity Utilization 71.3% ICU Level of Service C Analysis Period (min) 15 ! Phase conflict between lane groups. P2219 - PROJETED PM STAGECOACH RD. AT I-430 NB RAMP Page 3 Splits and Phases: 15: I-430 NB RAMP P2219 - PROJETED PM STAGECOACH RD. AT E. DAVID O DODD RD. Page 1 Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 7 3 576 91 86 597 Future Vol, veh/h 7 3 576 91 86 597 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 8 3 626 99 93 649 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1511 676 0 0 725 0 Stage 1 676 ----- Stage 2 835 ----- 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 132 453 - - 878 - Stage 1 505 ----- Stage 2 426 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 110 453 - - 878 - Mov Cap-2 Maneuver 110 ----- Stage 1 505 ----- Stage 2 355 ----- Approach WB NB SB HCM Control Delay, s 32.4 0 1.2 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h) - - 142 878 - HCM Lane V/C Ratio - - 0.077 0.106 - HCM Control Delay (s) - - 32.4 9.6 0 HCM Lane LOS - - D A A HCM 95th %tile Q(veh) - - 0.2 0.4 - P2219 - PROJETED PM STAGECOACH RD. AT DRIVE A (SIGNAL_2) Page 2 Lane Group WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 112 112 554 0 0 599 Future Volume (vph) 112 112 554 0 0 599 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 150 0 0 Storage Lanes 1 0 0 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 Flt Protected 0.950 Satd. Flow (prot) 1770 1583 1863 0 0 1863 Flt Permitted 0.950 Satd. Flow (perm) 1770 1583 1863 0 0 1863 Right Turn on Red Yes Yes Satd. Flow (RTOR) 122 Link Speed (mph) 45 45 45 Link Distance (ft) 643 629 223 Travel Time (s) 9.7 9.5 3.4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 122 122 602 0 0 651 Shared Lane Traffic (%) Lane Group Flow (vph) 122 122 602 0 0 651 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Right Left Left Median Width(ft) 12 0 0 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 9 15 Number of Detectors 1 1 2 1 2 Detector Template Left Right Thru Left Thru Leading Detector (ft) 20 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 Detector 1 Position(ft) 0 0 0 0 0 Detector 1 Size(ft) 20 20 6 20 6 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 Detector 2 Size(ft) 6 6 Detector 2 Type Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 Turn Type Prot Perm NA NA Protected Phases 8 2 6 Permitted Phases 8 6 P2219 - PROJETED PM STAGECOACH RD. AT DRIVE A (SIGNAL_2) Page 3 Lane Group WBL WBR NBT NBR SBL SBT Detector Phase 8 8 2 6 6 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 Total Split (s) 22.5 22.5 32.5 32.5 32.5 Total Split (%) 40.9% 40.9% 59.1% 59.1% 59.1% Maximum Green (s) 18.0 18.0 28.0 28.0 28.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 Lead/Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Recall Mode None None Min Min Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 8.3 8.3 23.7 23.7 Actuated g/C Ratio 0.22 0.22 0.64 0.64 v/c Ratio 0.31 0.27 0.51 0.55 Control Delay 15.9 5.7 7.7 8.2 Queue Delay 0.0 0.0 0.0 0.0 Total Delay 15.9 5.7 7.7 8.2 LOS B A A A Approach Delay 10.8 7.7 8.2 Approach LOS B A A Queue Length 50th (ft) 19 0 68 77 Queue Length 95th (ft) 63 30 160 181 Internal Link Dist (ft) 563 549 143 Turn Bay Length (ft) 150 150 Base Capacity (vph) 887 854 1439 1439 Starvation Cap Reductn 0 0 0 0 Spillback Cap Reductn 0 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.14 0.14 0.42 0.45 Intersection Summary Area Type: Other Cycle Length: 55 Actuated Cycle Length: 37.3 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.55 Intersection Signal Delay: 8.4 Intersection LOS: A Intersection Capacity Utilization 45.2% ICU Level of Service A Analysis Period (min) 15 P2219 - PROJETED PM STAGECOACH RD. AT DRIVE A (SIGNAL_2) Page 4 Splits and Phases: 5: STAGECOACH RD. & DRIVE A P2219 - PROJETED PM STAGECOACH RD. AT DRIVE A (2-lanes) Page 1 Intersection Int Delay, s/veh 5.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 112 112 554 0 0 599 Future Vol, veh/h 112 112 554 0 0 599 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 150 ----- 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 122 122 602 0 0 651 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1253 602 0 0 602 0 Stage 1 602 ----- Stage 2 651 ----- 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 190 500 - - 975 - Stage 1 547 ----- Stage 2 519 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 190 500 - - 975 - Mov Cap-2 Maneuver 190 ----- Stage 1 547 ----- Stage 2 519 ----- Approach WB NB SB HCM Control Delay, s 33.6 0 0 HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT Capacity (veh/h) - - 190 500 975 - HCM Lane V/C Ratio - - 0.641 0.243 - - HCM Control Delay (s) - - 52.6 14.5 0 - HCM Lane LOS - - F B A - HCM 95th %tile Q(veh) - - 3.7 0.9 0 -