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HomeMy WebLinkAboutTraffic-Study-ReportTraffic StudyTraffic StudyTraffic StudyTraffic Study prepared for: Queen Beans Coffee Hermitage Road and Autumn Road Little Rock, Arkansas January 13, 2023 Project No.: P-2199 TABLE OF CONTENTS Section Page INTRODUCTION 1 THE SITE 3 EXISTING TRAFFIC CONDITIONS 7 TRIP GENERATION & SITE TRAFFIC PROJECTIONS 9 TRAFFIC VOLUME ASSIGNMENTS 11 CAPACITY AND LEVEL OF SERVICE 14 DRIVE-THRU VEHICLE QUEUING 19 FINDINGS, RECOMMENDATIONS AND CONCLUSIONS 21 APPENDIX Site Plan Vehicle Turning Movement Count Data Capacity and Level of Service Calculations Page 1 Peters & Associates Engineers, Inc., has conducted a traffic study relating to the development of proposed Queen Beans development to be located south of Chenal Parkway, north of Hermitage Road and west of Autumn Road, in Little Rock, Ar- kansas. Access to the site is via one right-in-right-out access drive on westbound Hermitage Road. The primary focus of this report is to assess traffic operational characteristics of the adjacent intersection of Chenal Parkway and Autumn Road, Autumn Road and Hermitage Road, and Hermitage Road and the access drive intersection proposed to serve the site. A re- duced copy of the Queen Beans development site plan is in- cluded in the Appendix of this report for reference. 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 proposed site. • Determine projected traffic volumes entering and exiting the proposed development at the nearby study intersec- tion and the access drive intersections proposed to serve the site. • Utilize vehicle trip generation values to include expected drive-thru traffic volumes determined from data collected at existing similar Queen Beans development site in Fa- yetteville, Arkansas for evaluating projected traffic opera- tions of the proposed site to determine traffic volumes to be generated during the AM and PM peak hour. • Calculate traffic volumes which can reasonably be ex- pected to be attracted to the site, accounting for vehicle trips for the development as proposed. • Identify potential drive-thru and access drive vehicle queu- ing and recommend mitigative measures if necessary. INTRODUCTION Page 2 • Identify the effects on traffic operations for existing traffic in combination with site-generated traffic associ- ated with the development as proposed. • Evaluate proposed access to the site and make recom- mendations for mitigative improvements which may be necessary and appropriate to ensure minimum impact and acceptable traffic operations. In the following sections of this traffic study report are data, study methods, findings and recommendations. The study is technical in nature. Analysis techniques 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 ref- erenced in the report. Complete calculations and data are included in the Appendix of the report. Page 3 Figure 1 – Vicinity Map THE SITE The location of the development is proposed south of Chenal Parkway, north of Hermitage Road and west of Au- tumn Road, in Little Rock, Arkansas. The proposed devel- opment site location and vicinity are shown on Figures 1 and 2, which follow. Access to the site is via one right-in-right-out access drive on westbound Hermitage Road. N SIT E Page 4 Figure 2 – Site Location Map The Queen Bean site will serve drive-thru customers only and will have a double order board. The site plan shows the proposed building location and the approximate loca- tion of the proposed access drive, internal vehicular circu- lation, parking and other proposed facilities. The following aerial photos shows the general layout of the intersections of Chenal Parkway and Autumn Road and of Autumn Road and Hermitage Road. S I T E N Hermitage Road Autumn Road C h e n a l P a r k wa y Page 5 Chenal Parkway and Autumn Road C he nal P ark w ay Autumn Road N Chenal Parkway Autumn Road S I T E Looking west on Chenal Parkway toward Autumn Road. Looking south on Autumn Road toward Chenal Parkway. Page 6 S I T E Autumn Road and Hermitage Road Hermitage Road Autumn Road N Autumn Road Hermitage Road Looking south on Autumn Road toward Hermitage Road. Looking east on Hermitage Road toward Autumn Road. Page 7 As requested by the City, current vehicle turning move- ment traffic count data was collected as a part of this study for the AM and PM peak hours at the following in- tersections: ο Chenal Parkway and Autumn Road. ο Autumn Road and Hermitage Road. The AM and PM peak hours vehicle turning movement counts made as a part of this study are shown on Figure 3A, "Existing Traffic Volumes - AM Peak Hour,” and Figure 3B, "Existing Traffic Volumes - PM Peak Hour.” The peak hours vehicle turning movement count data for these in- tersection are presented in more detail in the Appendix of this report. EXISTING TRAFFIC CONDITIONS Page 8 Figure 3A Existing Traffic Volumes AM Peak Hour N Figure 3B Existing Traffic Volumes PM Peak Hour N Page 9 The Trip Generation, an Informational Report, published by the Institute of Transportation Engineers (ITE) and The Trip Generation Manual 10th Edition, 2017, has been researched in calculating the magnitude of traffic volumes expected to be generated by the proposed land use of this Queen Beans drive-thru coffee shop development. These are typically reli- able sources for this information and are commonly used in the traffic engineering profession. However, with approval of the City of Little Rock, to assure an accurate calculation of magnitude of traffic volumes expected to be generated by the proposed Queen Beans development, actual AM (7:00 – 9:00 AM) and PM peak hour (4:00 – 6:00 PM) counts of vehicles entering and exiting the existing Queen Beans development in the Fayetteville, Arkansas (3570 M.L.K Blvd.) on a typical weekday were conducted by this Consultant. The existing Queen Beans development where data has been collected is similar in size and also include a drive-thru like the proposed site in Little Rock. This proposed site is expected to have similar drive-thru vol- umes and operations as the existing site where vehicle trip- generation data has been collected. Existing known trip gen- eration values were used in analysis of operational conditions for the proposed site as part of this study as discussed and approved by the City of Little Rock. Existing traffic counts are summarized on Table 1, “Summary of Trip-Generation.” Data at the existing Queen Beans development sites included the following: ο Site trip-generation (number of vehicles entering and exit- ing drive-thru of the site) for a typical weekday during the AM peak hours (7:00 – 9:00 AM) and PM peak hour (4:00 - 6:00 PM). All customers have to use the drive-thru. ο Observed and recorded vehicle queuing for drive-thru cus- tomers for the typical weekday AM and PM peak hours. TRIP GENERATION and SITE TRAFFIC PROJECTIONS Page 10 Table 1 – Summary of Trip Generation The existing site-generated data indicate approximately 26 vehicle trips (13 entering and 13 exiting) were counted dur- ing the traffic conditions of the AM peak hour (7:00—8:00 AM) and approximately 24 vehicle trips (12 entering and 12 exiting) were counted during the traffic conditions of the PM peak hour. EXISTING QUEEN BEANS ESPRESSO (ALL DRIVE-THRU ENTER EXIT ENTER EXIT 3570 M.L.K Jr. Blvd. Fayetteville, AR 72704 TOTAL ENTERING + EXITING Max Queuing in Drive-thru Max cars Parked 33 1 AM PEAK HOUR 13 26 VOLUME 13 1 PM PEAK HOUR VOLUME 12 12 24 Page 11 S I T E N Hermitage Road Autumn Road C h e n a l P a r k wa y Once projected traffic was estimated for the site, direc- tional distributions were made to reflect the percent of anticipated left-turns, right-turns and thru vehicle move- ments at the study intersections. Vehicle trip distribution was developed based on current traffic counts and travel patterns in the immediate vicinity of the proposed devel- opment. Directional distribution percentages used in this study are shown on Figure 4, “Directional Distribution - Site Traffic.” TRAFFIC VOLUME ASSIGNMENTS Figure 4 Directional Distribution Site Traffic 40% 10% 10% 40% Page 12 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.” The site-generated traffic volumes and corresponding ex- isting background traffic volumes have been combined and the results are depicted on Figure 5A, “Projected Traffic Volumes - AM Peak Hour,” and Figure 5B, “Projected Traffic Volumes - PM Peak Hour.” The 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 projected traffic associated with the site development has thus been ac- counted for in this analysis. Page 13 Figure 5A Projected Traffic Volumes AM Peak Hour N N Figure 5B Projected Traffic Volumes PM Peak Hour Page 14 CAPACITY and LEVEL OF SERVICE 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 intersections were evaluated based on the methodologies outlined in the Highway Capacity Manual, 2010 Edition, published by the Transportation Research Board. The operating condi- tions at intersections are graded by the “level of service” experienced by drivers. Level of service (LOS) describes the quality of traffic operating conditions and is rated from “A” to “F”. LOS “A” represents the most desirable condition with free-flow movement of traffic with minimal delays. LOS “F” generally indicates congested conditions with excessive delays to motorists. Intermediate grades of B, C, D, and E reflect incremental increases in the av- erage 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 Level of Service (LOS) Signalized Un-Signalized A < 10 Seconds < 10 Seconds B < 20 Seconds < 15 Seconds C < 35 Seconds < 25 Seconds D < 55 Seconds < 35 Seconds E < 80 Seconds < 50 Seconds F ≥ 80 Seconds ≥ 50 Seconds Page 15 The study intersections were evaluated using the Synchro analysis software package based on Highway Capacity Manual methods. This computer program has been proven to be reliable when used to analyze capacity and levels of traffic service under various operating condi- tions. Detailed results for all capacity calculations are in- cluded in the Appendix. The adjacent street weekday AM and PM peak traffic periods were used for these calcula- tions. Factors included in the analysis are as follows: • Existing traffic volumes and patterns. • Directional distribution of projected traffic volumes. • Existing and planned intersection geometry (including elements such as turn lanes, curb radii, etc.). • Existing background traffic volumes and projected site-generated volumes for projected traffic condi- tions. • Existing and planned traffic control. Page 16 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 PM peak hours for the following intersec- tions: ο Chenal Parkway and Autumn Road. ο Autumn Road and Hermitage Road. As indicated in Table 2, “Level of Service Summary – Exist- ing Traffic Conditions,” the overall intersection LOS at the traffic signal-controlled study intersection of Chenal Park- way and Autumn Road currently operates at what calcu- lates as LOS “C” during the AM and PM peak hours (LOS “E”). There are several vehicle movements at this traffic signal controlled intersection that currently operate at what calculates as worse than LOS “D” for existing traffic condi- tions for the AM and PM peak hours. However, all vehicle movements at the study intersection of Hermitage Road and Autumn Road currently operate at what calculates as an acceptable LOS “C” or better during the AM and PM peak hours. Traffic volumes used for existing traffic conditions are shown on Figure 3A, "Existing Traffic Volumes - AM Peak Hour,” and Figure 3B, "Existing Traffic Volumes - PM Peak Hour.” Page 17 Projected Traffic Conditions Capacity and LOS analysis was performed for projected traffic conditions to include existing plus expected site-generated traf- fic for the AM and PM peak hours for the following study inter- sections: ο Chenal Parkway and Autumn Road. ο Autumn Road and Hermitage Road. ο Hermitage Road and Site Access Drive (right-in / right-out). Traffic volumes used for projected traffic conditions are shown on Figure 5A, “Projected Traffic Volumes - AM Peak Hour,” and Figure 5B, “Projected Traffic Volumes - PM Peak Hour.” The operating conditions projected to exist at the study intersections are summarized in Table 3, “Level of Service Summary - Pro- jected Traffic Conditions.” As indicated in Table 3, all of the overall intersection LOS at the traffic signal-controlled study intersection of Chenal Parkway and Autumn Road is expected to continue to operate at what calculates as LOS “C” during the AM and PM peak hours. Fur- thermore, There is minimal difference in the vehicle movements LOS results comparing the existing conditions to the projected conditions for the intersections of Chenal Parkway and Autumn Road and Autumn Road and Hermitage Road. Additionally, all vehicle movements at the study intersection of Hermitage Road and Site Access Drive (right-in / right-out) is expected to oper- ate at what calculates as an acceptable LOS “A” during the AM and PM peak hours. Projected average control delay (seconds per vehicle) and inter- section capacity utilization are found to be continue to be ac- ceptable for the study intersections during the AM and PM peak hours for the projected traffic conditions with the development as proposed with very similar results as existing traffic condi- tions. Page 18 Table 3 - Level of Service Summary - Projected Traffic Conditions 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 B C A E E E D E E AC26.4 93.1%PM D D A E F E B F D BC33.6 89.6%AM B A A An/a2.8PM C A A An/a6.3Intersection Capacity Utilization (%)PEAK HOUR - LEVEL OF SERVICEEXISTING TRAFFIC CONDITIONSTraffic ControlChenal Parkway and Autumn RoadSIGNALABAvg. Control Delay Seconds / VehicleAutumn Road and Hermitage Road"STOP" SIGNAAEastbound Left-TurnEastbound ThruEastbound Right-TurnWestbound Left-TurnWestbound ThruWestbound Right-TurnNorthbound Left-TurnNorthbound ThruNorthbound Right-TurnSouthbound Left-TurnSouthbound ThruSouthbound Right-TurnOverall IntersectionINTERSECTION PEAK HRAM B C A E E E D E E AC26.6 93.2%PM D D A E F E B F D BC33.9 90.1%AM B A A An/a2.8PM C A A An/a6.3AMAn/a0.8PMAn/a0.4AAAvg. Control Delay Seconds / VehicleIntersection Capacity Utilization (%)PEAK HOUR - LEVEL OF SERVICEChenal Parkway and Autumn RoadSIGNAL PROJECTED TRAFFIC CONDITIONSTraffic ControlHermitage Road Site Access Drive"STOP" SIGNAutumn Road and Hermitage Road"STOP" SIGNABAA Page 19 Drive-thru vehicle queuing observations were made during the worst-case AM and PM peak hours at existing similar Queen Beans development site in Fayetteville, Arkansas. The site in Fayetteville is along high volume roadway (M.L.K. Jr. Boulevard). The maximum vehicle queue that occurred in the drive-thru during these counts are summarized as follows: ο AM Peak hour = Maximum of 3 vehicles. ο AM Peak hour = Maximum of 3 vehicles. It was observed that a maximum of 3 vehicles queued in the drive-thru during the busiest AM and PM peak hours. These maximum queue lengths only occurred during a short time during these peak hours and the observed vehicles queues were typically less than the maximum queue lengths. The existing location was observed to queue within the available drive-thru stacking area within the site without queuing onto the adjacent roadway. It is recommended that the planned drive thru at the pro- posed site accommodate an area for a minimum of 5 vehicle lengths. As the site is currently planned, the drive-thru can accommodate approximately 7 vehicles as shown on the graphic on the following page. This will allow for expected drive-thru queuing within the site and without impeding traf- fic flow on Hermitage Road adjacent to the site. DRIVE-THRU VEHICLE QUEUING Page 20 N Page 21 FINDINGS, RECOMMENDATIONS and CONCLUSION Findings and conclusions of this study are summarized as follows: • Capacity and level of service analysis was performed for exist- ing traffic volumes, lane geometry and traffic control for the AM and PM peak hours for the study intersections. The overall intersection LOS at the traffic signal-controlled study intersec- tion of Chenal Parkway and Autumn Road currently operates at what calculates as LOS “C” during the AM and PM peak hours (LOS “E”). There are several vehicle movements at this traffic signal controlled intersection that currently operate at what calculates as worse than LOS “D” for existing traffic con- ditions for the AM and PM peak hours. However, all vehicle movements at the study intersection of Hermitage Road and Autumn Road currently operate at what calculates as an ac- ceptable LOS “C” or better during the AM and PM peak hours. • The Queen Beans development site is expected to generate approximately 26 vehicle trips (13 entering and 13 exiting) during the traffic conditions of the AM peak hour and approxi- mately 24 vehicle trips (12 entering and 12 exiting) during the traffic conditions of the PM peak hour. • Capacity and LOS analysis was performed for projected traffic conditions to include existing plus expected site-generated traffic for the AM and PM peak hours for the study intersec- tions. All of the overall intersection LOS at the traffic signal- controlled study intersection of Chenal Parkway and Autumn Road is expected to continue to operate at what calculates as LOS “C” during the AM and PM peak hours. Furthermore, There is mini- mal difference in the vehicle movements LOS results comparing the existing conditions to the projected conditions for the in- tersections of Chenal Parkway and Autumn Road and Autumn Road and Hermitage Road. Additionally, all vehicle movements at the study intersection of Hermitage Road and Site Access Drive (right-in / right-out) is expected to operate at what calcu- lates as an acceptable LOS “A” during the AM and PM peak hours. Page 22 • Projected average control delay (seconds per vehicle) and intersection capacity utilization continue to be acceptable for the study intersections during the AM and PM peak hours for the projected traffic conditions with the devel- opment as proposed with very similar results as existing traffic conditions. • It is recommended that the planned drive thru at the pro- posed site accommodate an area for a minimum of 5 ve- hicle lengths. As the site is currently planned, the drive- thru can accommodate approximately 7 vehicles as shown. This will allow for expected drive-thru queuing within the site and without impeding traffic flow on Her- mitage Road adjacent to the site. • It is recommended to add a “Right-Turn Only” sign on the island in Hermitage Road for vehicles existing the site. The traffic operational findings associated with this study shows that projected traffic can be accommodated well by the planned access drive, without discernable impact on ad- jacent street existing traffic operations in the vicinity. The study results has provided necessary assurance of adequate accommodation of traffic at the proposed site and on-site vehicle queuing. APPENDIX Site Plan &+(1$/3$5.:$<(;,67,1* '5$,1$*(($6(0(17352326('48((1%($16 ; +(50,7$*(52$'  5 5           5 352326('02',),('&85%5 5 5  5 5    5 5 5    *(1(5$/127(6&2175$&72508676(&85($//1(&(66$5<3(50,7635,257267$57,1*:25.,)7+(&2175$&725,17+(&2856(2)7+(:25.),1'6$1<',6&5(3$1&,(6%(7:((17+(3/$16$1'7+(3+<6,&$/&21',7,2162)7+(/2&$/,7<25$1<(552562520,66,216,17+(3/$1625,17+(/$<287$6*,9(1%<7+((1*,1((5,76+$//%(+,6+(5'87<72,00(',$7(/<,1)2507+((1*,1((5,1:5,7,1*$1'7+((1*,1((5:,//352037/<9(5,)<7+(6$0($1<:25.'21($)7(568&+$',6&29(5<817,/$87+25,=(':,//%($77+(&2175$&725 65,6./2&$7,2162)7+((;,67,1*87,/,7,(66+2:1:,7+,17+(3/$1:(5('(5,9(')520,1)250$7,213529,'(%<7+(/2&$/87,/,7<256+2:1:,7+,17+(6859(<&2175$&7257281&29(5$1'0$5.87,/,7</,1(6%()25(67$57,1*&216758&7,21&2175$&725,65(63216,%/()25$1<'$0$*(72(;,67,1*87,/,7<&2175$&7256+$//%(5(63216,%/()259(5,),&$7,212)$//6(7%$&.6($6(0(176$1'',0(16,2166+2:1+(5(21%()25(%(*,11,1*&216758&7,21$//&216758&7,210$7(5,$/6$1':25.0$16+,36+$//%(,1$&&25'$1&(:,7+7+(67$7($1'/2&$/*29(510(17$*(1&</$7(67&216758&7,2163(&,),&$7,216$1''(7$,/6$//+$1',&$36,7()($785(66+$//%(&216758&7('720((7$//)('(5$/67$7($1'/2&$/&2'($//5$036$1'3$9,1*72&21)25072$'$67$1'$5'6127,)<7+(&,7<,163(&725$1'352-(&7(1*,1((57:(17<)285  +2856%()25(%(*,11,1*($&+3+$6(2)&216758&7,217+(&2175$&7256+$//&$5()8//<35(6(59(%(1&+0$5.65()(5(1&(32,176$1'67$.(6$5&+,7(&785$/3/$16$5(72%(86(')25%8,/',1*67$.(287$//',0(16,216$5()520%$&.2)&85%81/(6627+(5:,6(63(&,),('217+(3/$16&2175$&7256+$//0$,17$,17+(6,7(,1$0$11(5627+$7:25.0(1$1'38%/,&6+$//%(3527(&7(')520,1-85<$1'$'-2,1,1*3523(57<3527(&7(')520'$0$*(&2175$&725,65(63216,%/()25'$0$*(72$1<(;,67,1*,7(0$1'250$7(5,$/,16,'(252876,'(&2175$&7/,0,76'8(72&216758&7,2123(5$7,21$//675((7685)$&(6'5,9(:$<6&8/9(576&85%$1'*877(5652$'6,'('5$,1$*(',7&+(6$1'27+(56758&785(67+$7$5(',6785%('25'$0$*(',1$1<0$11(5$6$5(68/72)&216758&7,216+$//%(5(3/$&('255(3$,5(',1$&&25'$1&(:,7+7+(63(&,),&$7,216*5$'($//),1,6+('6/23(672(1685(326,7,9('5$,1$*($:$<)5207+(%8,/',1*6&$/(1257+)/22'3/$,1,1)250$7,21$FFRUGLQJWRWKH)HGHUDO(PHUJHQF\0DQDJHPHQW$JHQF\ )(0$ )ORRG,QVXUDQFH5DWH0DS ),50 0DS1R&+ZLWKWKHHIIHFWLYHGDWHRI-XQHWKHSURSHUW\LVORFDWHGLQ)ORRG=RQH;DUHDVWREHGHWHUPLQHGDVRXWVLGHWKH\HDUIORRGZD\DQGIORRGSODLQ$OO)ORRGSODLQLQIRUPDWLRQQRWHGLQWKHSODWUHIOHFWVWKHVWDWXVSHUWKH)(0$),50PDSWKDWLVHIIHFWLYHDWWKHWLPHWKDWWKHSODWLVUHFRUGHG)ORRGSODLQVWDWXVLVVXEMHFWWRFKDQJHDV)(0$),50PDSVDUHXSGDWHG352)(66,21$/65(9,6,216 '$7(352-(&712&+(&. '5$:13/$1'$7('(6,*11R&,9,/7(&+352)(66,21$/6//&48((1%($16+(50,7$*(52$'35(/,0,1$5<6,7(3/$1$5% $5% $5%&/,77/(52&.$5 Vehicle Turning Movement Count Data Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM A-H Site Code : 00000000 Start Date : 12/07/2022 Page No : 1 AM Hour Turning Movement Count Data Autumn Road and Hermitage Road Little Rock, Arkansas P-2199 Groups Printed- AM Count Data Autumn Road From North Autumn Road From South Hermitage 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 17 20 0 37 55 1 0 56 0 16 0 16 109 07:15 AM 10 21 0 31 46 3 0 49 2 18 0 20 100 07:30 AM 15 27 1 43 44 1 0 45 4 10 0 14 102 07:45 AM 20 32 0 52 31 2 0 33 7 10 0 17 102 Total 62 100 1 163 176 7 0 183 13 54 0 67 413 08:00 AM 27 32 0 59 40 2 0 42 4 17 0 21 122 08:15 AM 30 27 0 57 45 2 0 47 4 17 0 21 125 08:30 AM 32 32 0 64 44 4 0 48 1 33 0 34 146 08:45 AM 32 25 0 57 30 1 0 31 6 38 0 44 132 Total 121 116 0 237 159 9 0 168 15 105 0 120 525 Grand Total 183 216 1 400 335 16 0 351 28 159 0 187 938 Apprch % 45.8 54.0 0.3 95.4 4.6 0.0 15.0 85.0 0.0 Total % 19.5 23.0 0.1 42.6 35.7 1.7 0.0 37.4 3.0 17.0 0.0 19.9 Autumn Road Hermitage Road Autumn Road Right 183 Thru 216 Peds 1 InOut Total 494 400 894 Left 16 Thru 335 Peds 0 Out TotalIn 244 351 595 Left159 Right28 Peds0 TotalOutIn199 187 386 12/7/2022 7:00:00 AM 12/7/2022 8:45:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : AM A-H Site Code : 00000000 Start Date : 12/07/2022 Page No : 2 AM Hour Turning Movement Count Data Autumn Road and Hermitage Road Little Rock, Arkansas P-2199 Autumn Road From North Autumn Road From South Hermitage 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 08:00 AM Volume 121 116 0 237 159 9 0 168 15 105 0 120 525 Percent 51.1 48.9 0.0 94.6 5.4 0.0 12.5 87.5 0.0 08:30 Volume 32 32 0 64 44 4 0 48 1 33 0 34 146 Peak Factor 0.899 High Int. 08:30 AM 08:30 AM 08:45 AM Volume 32 32 0 64 44 4 0 48 6 38 0 44 Peak Factor 0.926 0.875 0.682 Autumn Road Hermitage Road Autumn Road Right 121 Thru 116 Peds 0 InOut Total 264 237 501 Left 9 Thru 159 Peds 0 Out TotalIn 131 168 299 Left105 Right15 Peds0 TotalOutIn130 120 250 12/7/2022 8:00:00 AM 12/7/2022 8:45:00 AM AM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM A-H Site Code : 00000000 Start Date : 12/06/2022 Page No : 1 PM Hour Turning Movement Count Data Autumn Road & Hermitage Road Little Rock, Arkansas P-2199 Groups Printed- PM Count Data Autumn Road From North Autumn Road From South Hermitage 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 04:00 PM 47 38 0 85 56 4 0 60 11 56 0 67 212 04:15 PM 43 48 0 91 61 9 0 70 12 53 0 65 226 04:30 PM 55 32 0 87 46 7 0 53 10 53 0 63 203 04:45 PM 44 35 0 79 43 3 0 46 4 62 0 66 191 Total 189 153 0 342 206 23 0 229 37 224 0 261 832 05:00 PM 34 35 0 69 57 6 0 63 7 60 0 67 199 05:15 PM 43 27 0 70 63 12 0 75 7 56 0 63 208 05:30 PM 69 47 0 116 80 9 1 90 14 51 1 66 272 05:45 PM 64 26 0 90 60 2 0 62 10 58 0 68 220 Total 210 135 0 345 260 29 1 290 38 225 1 264 899 Grand Total 399 288 0 687 466 52 1 519 75 449 1 525 1731 Apprch % 58.1 41.9 0.0 89.8 10.0 0.2 14.3 85.5 0.2 Total % 23.1 16.6 0.0 39.7 26.9 3.0 0.1 30.0 4.3 25.9 0.1 30.3 Autumn Road Hermitage Road Autumn Road Right 399 Thru 288 Peds 0 InOut Total 915 687 1602 Left 52 Thru 466 Peds 1 Out TotalIn 363 519 882 Left449 Right75 Peds1 TotalOutIn451 525 976 12/6/2022 4:00:00 PM 12/6/2022 5:45:00 PM PM Count Data North Peters & Associates Engineers, Inc. Peak Hour Turning Movement Count Data File Name : PM A-H Site Code : 00000000 Start Date : 12/06/2022 Page No : 2 PM Hour Turning Movement Count Data Autumn Road & Hermitage Road Little Rock, Arkansas P-2199 Autumn Road From North Autumn Road From South Hermitage 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 04:00 PM to 05:45 PM - Peak 1 of 1 Intersection 05:00 PM Volume 210 135 0 345 260 29 1 290 38 225 1 264 899 Percent 60.9 39.1 0.0 89.7 10.0 0.3 14.4 85.2 0.4 05:30 Volume 69 47 0 116 80 9 1 90 14 51 1 66 272 Peak Factor 0.826 High Int. 05:30 PM 05:30 PM 05:45 PM Volume 69 47 0 116 80 9 1 90 10 58 0 68 Peak Factor 0.744 0.806 0.971 Autumn Road Hermitage Road Autumn Road Right 210 Thru 135 Peds 0 InOut Total 485 345 830 Left 29 Thru 260 Peds 1 Out TotalIn 173 290 463 Left225 Right38 Peds1 TotalOutIn239 264 503 12/6/2022 5:00:00 PM 12/6/2022 5:45:00 PM PM Count Data North Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total12:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:00 AM0 7 4 3 0140 33 211 11 02550 0 3 51 0540 6 347 2 03556787:15 AM0 9 5 3 0170 23 239 18 02800 5 6 84 0950 6 430 8 04448367:30 AM0 14 5 2 0210 27 267 5 02990 3 3 49 1550 3 530 3 05369117:45 AM0 12 4 3 0190 37 307 8 03520 7 4 55 0660 8 479 9 0496933Hourly Total0 42 18 11 0710 120 1024 42 011860 15 16 239 12700 23 1786 22 018313358AM Chenal Parkway and Autumn RoadWednesday, December 7, 2022SouthboundAutumn RoadNorthboundVEHICLE TOTALChenal ParkwayWestboundChenal ParkwayEastboundLittle RockAutumn RoadAR Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total8:00 AM0 5 3 3 0110 42 310 16 03680 4 2 55 0610 11 456 8 04759158:15 AM0 6 3 3 0120 51 266 18 03350 1 4 63 0680 13 440 8 04618768:30 AM0 3 5 6 0140 53 280 22 03550 10 10 65 0850 10 368 1 03798338:45 AM0 11 1 7 0190 51 274 15 03400 7 10 58 1750 4 335 10 0349783Hourly Total0 25 12 19 0560 197 1130 71 013980 22 26 241 12890 38 1599 27 0166434079:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000VEHICLE TOTALChenal ParkwayWestboundAM Chenal Parkway and Autumn RoadWednesday, December 7, 2022Little RockChenal ParkwayEastboundAutumn RoadNorthboundARSouthboundAutumn Road Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total4:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000DAILY TOTAL067303001270317215411302584037424802559061338549034956765Cars0 65 30 30 01250 316 2121 108 025450 36 42 475 25530 60 3362 47 034696692Heavy Vehicles0 2 0 0 020 1 33 5 0390 1 0 5 060 1 23 2 02673Heavy Vehicle %0.00%2.99%0.00%0.00%0.00%1.57%0.00%0.32%1.53%4.42%0.00%1.51%0.00%2.70%0.00%1.04%0.00%1.07%0.00%1.64%0.68%4.08%0.00%0.74%1.08%Autumn RoadVEHICLE TOTALChenal ParkwayAM Chenal Parkway and Autumn RoadWednesday, December 7, 2022NorthboundChenal ParkwayWestboundSouthboundAutumn RoadLittle RockAREastbound Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total7:30 AM 0 14 5 2 0210 27 267 5 02990 3 3 49 1550 3 530 3 05369117:45 AM 0 12 4 3 0190 37 307 8 03520 7 4 55 0660 8 479 9 04969338:00 AM 0 5 3 3 0110 42 310 16 03680 4 2 55 0610 11 456 8 04759158:15 AM 0 6 3 3 0120 51 266 18 03350 1 4 63 0680 13 440 8 0461876Peak Hour Total 0 37 15 11 0630 157 1150 47 013540 15 13 222 12500 35 1905 28 019683635PHF 0.000 0.661 0.750 0.917 0.0000.7500.000 0.770 0.927 0.653 0.0000.9200.000 0.536 0.813 0.881 0.2500.9190.000 0.673 0.899 0.778 0.0000.9180.974Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total12:00 PM 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:15 PM 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:30 PM 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:45 PM 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Peak Hour Total 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000PHF 0.000 0.000 0.000 0.000 0.0000.0000.000 0.000 0.000 0.000 0.0000.0000.000 0.000 0.000 0.000 0.0000.0000.000 0.000 0.000 0.000 0.0000.0000.000127 216Cars 30 30 65 0 0Heavy 0 0 2 0 0Total 30 30 67 0 0Cars HeavyTotalCars HeavyTotal0 00108 511334950 002121 332154258460 161316 13173362 2333850 00222147 2490 003932Cars 2 0 36 42 475Heavy 0 0 1 0 5Total 2 0 37 42 480559 396Wednesday, December 7, 2022ARAM Chenal Parkway and Autumn RoadVEHICLE TOTALVEHICLE TOTALAM Peak HourTotal Vehicles on LegEastboundWestbound 5716EastboundTotal Vehicles on Leg6516Vehicles Exiting IntersectionVehicles Entering IntersectionVehicles Exiting IntersectionVehicles Entering IntersectionVehicles Exiting IntersectionSouthboundVehicles Entering Intersection955Vehicles Exiting IntersectionNorthboundDaily VolumesVehicles Entering IntersectionTotal Vehicles On LegTotal Vehicles On Leg 343SouthboundPM Peak HourEastboundNorthboundNorthboundWestboundWestboundSouthboundLittle Rock Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total12:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0004:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0005:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000PM Chenal Parkway and Autumn RoadTuesday, December 6, 2022SouthboundAutumn RoadNorthboundVEHICLE TOTALChenal ParkwayWestboundChenal ParkwayEastboundLittle RockAutumn RoadAR Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total8:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:00 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:15 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:30 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:45 AM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0001:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0002:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0003:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000VEHICLE TOTALChenal ParkwayWestboundPM Chenal Parkway and Autumn RoadTuesday, December 6, 2022Little RockChenal ParkwayEastboundAutumn RoadNorthboundARSouthboundAutumn Road Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total4:00 PM0 36 14 19 1690 61 429 33 05230 20 15 68 01032 21 369 11 040310984:15 PM0 52 14 30 1960 63 456 26 05450 14 19 50 0832 27 367 14 141011344:30 PM0 38 13 41 0920 70 432 28 05300 19 15 72 01062 12 344 8 036610944:45 PM0 42 20 34 0960 49 439 21 05090 19 24 60 01030 33 339 6 03781086Hourly Total0 168 61 124 23530 243 1756 108 021070 72 73 250 03956 93 1419 39 1155744125:00 PM0 34 10 26 2700 56 472 33 05610 24 14 55 1930 18 342 4 036410885:15 PM0 39 13 24 0760 51 437 24 05120 16 18 59 0930 28 339 7 037410555:30 PM0 31 12 33 0760 76 388 27 04910 37 18 52 01072 30 325 6 036310375:45 PM0 24 15 30 0691 62 415 19 04970 16 15 50 0812 16 283 5 0306953Hourly Total0 128 50 113 22911 245 1712 103 020610 93 65 216 13744 92 1289 22 0140741336:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0006:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0007:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0008:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 0009:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00010:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:00 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:15 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:30 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00011:45 PM0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Hourly Total0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000DAILY TOTAL0296111237464414883468211041680165138466176910185270861129648545Cars0 295 109 236 46401 488 3454 211 041540 165 137 466 176810 183 2674 58 129258487Heavy Vehicles0 1 2 1 040 0 14 0 0140 0 1 0 010 2 34 3 03958Heavy Vehicle %0.00%0.34%1.80%0.42%0.00%0.62%0.00%0.00%0.40%0.00%0.00%0.34%0.00%0.00%0.72%0.00%0.00%0.13%0.00%1.08%1.26%4.92%0.00%1.32%0.68%Autumn RoadVEHICLE TOTALChenal ParkwayPM Chenal Parkway and Autumn RoadTuesday, December 6, 2022NorthboundChenal ParkwayWestboundSouthboundAutumn RoadLittle RockAREastbound Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total12:00 AM 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:15 AM 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:30 AM 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 00012:45 AM 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000Peak Hour Total 0 0 0 0 000 0 0 0 000 0 0 0 000 0 0 0 000PHF 0.000 0.000 0.000 0.000 0.0000.0000.000 0.000 0.000 0.000 0.0000.0000.000 0.000 0.000 0.000 0.0000.0000.000 0.000 0.000 0.000 0.0000.0000.000Time U Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach TotalU Turns Left TurnsStraight ThroughRight TurnsCrosswalk CrossingsVehicle Approach Total4:00 PM 0 36 14 19 1690 61 429 33 05230 20 15 68 01032 21 369 11 040310984:15 PM 0 52 14 30 1960 63 456 26 05450 14 19 50 0832 27 367 14 141011344:30 PM 0 38 13 41 0920 70 432 28 05300 19 15 72 01062 12 344 8 036610944:45 PM 0 42 20 34 0960 49 439 21 05090 19 24 60 01030 33 339 6 03781086Peak Hour Total 0 168 61 124 23530 243 1756 108 021070 72 73 250 03956 93 1419 39 115574412PHF 0.000 0.808 0.763 0.756 0.5000.9190.000 0.868 0.963 0.818 0.0000.9670.000 0.900 0.760 0.868 0.0000.9320.750 0.705 0.961 0.696 0.2500.9490.973644 534Cars 236 109 295 0 4Heavy 1 2 1 0 0Total 237 111 296 0 4Cars HeavyTotalCars HeavyTotal1 01211 0211296410 0103454 1434684168183 2185488 04882674 3427081 01388058 3610 003471Cars 1 0 165 137 466Heavy 0 0 0 1 0Total 1 0 165 138 466769 660Tuesday, December 6, 2022ARPM Chenal Parkway and Autumn RoadVEHICLE TOTALVEHICLE TOTALAM Peak HourTotal Vehicles on LegEastboundWestbound 6844EastboundTotal Vehicles on Leg7639Vehicles Exiting IntersectionVehicles Entering IntersectionVehicles Exiting IntersectionVehicles Entering IntersectionVehicles Exiting IntersectionSouthboundVehicles Entering Intersection1429Vehicles Exiting IntersectionNorthboundDaily VolumesVehicles Entering IntersectionTotal Vehicles On LegTotal Vehicles On Leg 1178SouthboundPM Peak HourEastboundNorthboundNorthboundWestboundWestboundSouthboundLittle Rock Capacity & Level of Service Calculations P2199 - AM EXISTING 151322235190526 C h e n a l P a r k w a y 157 1150 47Autumn Road3715119159Hermitage Road 10515 11612113000 P2199 - AM EXISTING CHENAL PARKWAY AT AUTUMIN ROAD Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 35 1905 26 157 1150 47 15 13 222 37 15 11 Future Volume (vph) 35 1905 26 157 1150 47 15 13 222 37 15 11 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 150 90 500 0 50 50 0 0 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.994 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1630 3260 1458 1630 4656 0 1630 1716 1458 1630 1716 1458 Flt Permitted 0.175 0.042 0.747 0.748 Satd. Flow (perm) 300 3260 1458 72 4656 0 1282 1716 1458 1283 1716 1458 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 75 10 197 111 Link Speed (mph) 40 40 30 30 Link Distance (ft) 495 680 279 341 Travel Time (s) 8.4 11.6 6.3 7.8 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) 38 2071 28 171 1250 51 16 14 241 40 16 12 Shared Lane Traffic (%) Lane Group Flow (vph) 38 2071 28 171 1301 0 16 14 241 40 16 12 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 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 12112 121121 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft)00000 000000 Detector 1 Position(ft)00000 000000 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 2 6 Permitted Phases 4 4 8 8 2 2 6 6 P2199 - AM EXISTING CHENAL PARKWAY AT AUTUMIN ROAD Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 74438 222666 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.5 24.4 24.4 23.5 24.4 24.9 24.9 24.9 24.9 24.9 24.9 Total Split (s) 12.0 102.0 102.0 25.0 115.0 23.0 23.0 23.0 23.0 23.0 23.0 Total Split (%) 8.0% 68.0% 68.0% 16.7% 76.7% 15.3% 15.3% 15.3% 15.3% 15.3% 15.3% Maximum Green (s) 6.5 95.6 95.6 19.5 108.6 16.1 16.1 16.1 16.1 16.1 16.1 Yellow Time (s) 3.5 4.4 4.4 3.5 4.4 3.7 3.7 3.7 3.7 3.7 3.7 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 3.2 3.2 3.2 3.2 3.2 3.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 6.4 6.4 5.5 6.4 6.9 6.9 6.9 6.9 6.9 6.9 Lead/Lag Lead Lead Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max None C-Max None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0000 000000 Act Effct Green (s) 101.4 100.5 100.5 116.7 115.8 11.2 11.2 11.2 11.2 11.2 11.2 Actuated g/C Ratio 0.68 0.67 0.67 0.78 0.77 0.07 0.07 0.07 0.07 0.07 0.07 v/c Ratio 0.15 0.95 0.03 0.66 0.36 0.17 0.11 0.83 0.42 0.12 0.06 Control Delay 10.3 33.8 0.0 60.1 6.3 66.5 63.8 38.0 77.7 64.3 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.3 33.8 0.0 60.1 6.3 66.5 63.8 38.0 77.7 64.3 0.5 LOS BCAEA EEDEEA Approach Delay 32.9 12.6 41.0 60.9 Approach LOS C B D E Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 26.4 Intersection LOS: C Intersection Capacity Utilization 93.1% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 3: Chenal Parkway & Autumn Road P2199 - AM EXISTING AUTUMIN ROAD AT HERMITAGE ROAD Page 1 Intersection Int Delay, s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 105 15 9 159 116 121 Future Vol, veh/h 105 15 9 159 116 121 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 0 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 114 16 10 173 126 132 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 385 192 258 0 - 0 Stage 1 192 ----- Stage 2 193 ----- 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 618 850 1307 - - - Stage 1 841 ----- Stage 2 840 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 613 850 1307 - - - Mov Cap-2 Maneuver 613 ----- Stage 1 834 ----- Stage 2 840 ----- Approach EB NB SB HCM Control Delay, s 11.8 0.4 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1307 - 613 850 - - HCM Lane V/C Ratio 0.007 - 0.186 0.019 - - HCM Control Delay (s) 7.8 - 12.2 9.3 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0 - 0.7 0.1 - - P2199 - PM EXISTING 727325093141939 C h e n a l P a r k w a y 243 1756 108Autumn Road1686112429260Hermitage Road 22538 13521023900 P2199 - PM EXISTING CHENAL PARKWAY AT AUTUMIN ROAD Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 93 1419 39 243 1756 108 72 73 250 168 61 124 Future Volume (vph) 93 1419 39 243 1756 108 72 73 250 168 61 124 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 150 90 500 0 50 50 0 0 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.991 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1630 3260 1458 1630 4642 0 1630 1716 1458 1630 1716 1458 Flt Permitted 0.058 0.079 0.714 0.531 Satd. Flow (perm) 100 3260 1458 136 4642 0 1225 1716 1458 911 1716 1458 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 111 12 272 114 Link Speed (mph) 40 40 30 30 Link Distance (ft) 495 680 279 341 Travel Time (s) 8.4 11.6 6.3 7.8 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) 101 1542 42 264 1909 117 78 79 272 183 66 135 Shared Lane Traffic (%) Lane Group Flow (vph) 101 1542 42 264 2026 0 78 79 272 183 66 135 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 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 12112 121121 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft)00000 000000 Detector 1 Position(ft)00000 000000 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 6 5 2 Permitted Phases 4 4 8 8 6 6 2 2 P2199 - PM EXISTING CHENAL PARKWAY AT AUTUMIN ROAD Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 74438 666522 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.5 24.4 24.4 23.5 24.4 24.9 24.9 24.9 9.5 24.9 24.9 Total Split (s) 13.0 80.0 80.0 30.0 97.0 24.0 24.0 24.0 12.0 36.0 36.0 Total Split (%) 8.9% 54.8% 54.8% 20.5% 66.4% 16.4% 16.4% 16.4% 8.2% 24.7% 24.7% Maximum Green (s) 7.5 73.6 73.6 24.5 90.6 17.1 17.1 17.1 7.5 29.1 29.1 Yellow Time (s) 3.5 4.4 4.4 3.5 4.4 3.7 3.7 3.7 3.5 3.7 3.7 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 3.2 3.2 3.2 1.0 3.2 3.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 6.4 6.4 5.5 6.4 6.9 6.9 6.9 4.5 6.9 6.9 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max None C-Max None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0000 000 00 Act Effct Green (s) 77.9 77.0 77.0 93.9 93.0 13.7 13.7 13.7 28.1 25.7 25.7 Actuated g/C Ratio 0.53 0.53 0.53 0.64 0.64 0.09 0.09 0.09 0.19 0.18 0.18 v/c Ratio 0.71 0.90 0.05 0.78 0.68 0.68 0.49 0.71 0.86 0.22 0.39 Control Delay 52.6 39.8 0.1 63.9 18.8 91.3 72.3 17.4 89.3 52.2 15.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.6 39.8 0.1 63.9 18.8 91.3 72.3 17.4 89.3 52.2 15.5 LOS D D A E B F E B F D B Approach Delay 39.5 24.0 40.9 57.0 Approach LOS D C D E Intersection Summary Area Type: Other Cycle Length: 146 Actuated Cycle Length: 146 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 33.6 Intersection LOS: C Intersection Capacity Utilization 89.6% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 3: Chenal Parkway & Autumn Road P2199 - PM EXISTING AUTUMIN ROAD AT HERMITAGE ROAD Page 1 Intersection Int Delay, s/veh 6.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 225 38 29 260 135 210 Future Vol, veh/h 225 38 29 260 135 210 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 0 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 245 41 32 283 147 228 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 608 261 375 0 - 0 Stage 1 261 ----- Stage 2 347 ----- 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 459 778 1183 - - - Stage 1 783 ----- Stage 2 716 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 447 778 1183 - - - Mov Cap-2 Maneuver 447 ----- Stage 1 762 ----- Stage 2 716 ----- Approach EB NB SB HCM Control Delay, s 20.6 0.8 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1183 - 447 778 - - HCM Lane V/C Ratio 0.027 - 0.547 0.053 - - HCM Control Delay (s) 8.1 - 22.4 9.9 - - HCM Lane LOS A - C A - - HCM 95th %tile Q(veh) 0.1 - 3.2 0.2 - - P2199 - AM PROJECTED 151322236191032 C h e n a l P a r k w a y 162 1150 47Autumn Road37161110159Hermitage Road 10515 1171331301313 P2199 - AM PROJECTED HERMITAGE ROAD AT SITE ACCESS DRIVE Page 1 Intersection Int Delay, s/veh 0.8 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 130 13 0 13 Future Vol, veh/h 0 0 130 13 0 13 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # - 1 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 0 141 14 0 14 Major/Minor Major2 Minor2 Conflicting Flow All - 0 - 148 Stage 1 ---- Stage 2 ---- Critical Hdwy - - - 6.22 Critical Hdwy Stg 1 ---- Critical Hdwy Stg 2 ---- Follow-up Hdwy - - - 3.318 Pot Cap-1 Maneuver - - 0 899 Stage 1 - - 0 - Stage 2 - - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - 899 Mov Cap-2 Maneuver ---- Stage 1 ---- Stage 2 ---- Approach WB SB HCM Control Delay, s 0 9.1 HCM LOS A Minor Lane/Major Mvmt WBT WBRSBLn1 Capacity (veh/h) - - 899 HCM Lane V/C Ratio - - 0.016 HCM Control Delay (s) - - 9.1 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - 0 P2199 - AM PROJECTED CHENAL PARKWAY AT AUTUMIN ROAD Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 36 1910 32 162 1150 47 15 13 222 37 16 11 Future Volume (vph) 36 1910 32 162 1150 47 15 13 222 37 16 11 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 150 90 500 0 50 50 0 0 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.994 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1630 3260 1458 1630 4656 0 1630 1716 1458 1630 1716 1458 Flt Permitted 0.175 0.042 0.746 0.748 Satd. Flow (perm) 300 3260 1458 72 4656 0 1280 1716 1458 1283 1716 1458 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 75 10 197 111 Link Speed (mph) 40 40 30 30 Link Distance (ft) 495 680 279 341 Travel Time (s) 8.4 11.6 6.3 7.8 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) 39 2076 35 176 1250 51 16 14 241 40 17 12 Shared Lane Traffic (%) Lane Group Flow (vph) 39 2076 35 176 1301 0 16 14 241 40 17 12 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 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 12112 121121 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft)00000 000000 Detector 1 Position(ft)00000 000000 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm Perm NA Perm Protected Phases 7 4 3 8 6 2 Permitted Phases 4 4 8 8 6 6 2 2 P2199 - AM PROJECTED CHENAL PARKWAY AT AUTUMIN ROAD Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 74438 666222 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.5 24.4 24.4 23.5 24.4 24.9 24.9 24.9 24.9 24.9 24.9 Total Split (s) 12.0 102.0 102.0 25.0 115.0 23.0 23.0 23.0 23.0 23.0 23.0 Total Split (%) 8.0% 68.0% 68.0% 16.7% 76.7% 15.3% 15.3% 15.3% 15.3% 15.3% 15.3% Maximum Green (s) 6.5 95.6 95.6 19.5 108.6 16.1 16.1 16.1 16.1 16.1 16.1 Yellow Time (s) 3.5 4.4 4.4 3.5 4.4 3.7 3.7 3.7 3.7 3.7 3.7 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 3.2 3.2 3.2 3.2 3.2 3.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 6.4 6.4 5.5 6.4 6.9 6.9 6.9 6.9 6.9 6.9 Lead/Lag Lead Lead Lead Lag Lag Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max None C-Max None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0000 000000 Act Effct Green (s) 101.4 100.5 100.5 116.7 115.8 11.2 11.2 11.2 11.2 11.2 11.2 Actuated g/C Ratio 0.68 0.67 0.67 0.78 0.77 0.07 0.07 0.07 0.07 0.07 0.07 v/c Ratio 0.15 0.95 0.03 0.68 0.36 0.17 0.11 0.83 0.42 0.13 0.06 Control Delay 10.4 34.1 0.1 61.6 6.3 66.5 63.8 38.0 77.7 64.6 0.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 10.4 34.1 0.1 61.6 6.3 66.5 63.8 38.0 77.7 64.6 0.5 LOS BCAEA EEDEEA Approach Delay 33.1 12.9 41.0 61.0 Approach LOS C B D E Intersection Summary Area Type: Other Cycle Length: 150 Actuated Cycle Length: 150 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.95 Intersection Signal Delay: 26.6 Intersection LOS: C Intersection Capacity Utilization 93.2% ICU Level of Service F Analysis Period (min) 15 Splits and Phases: 3: Chenal Parkway & Autumn Road P2199 - AM PROJECTED AUTUMIN ROAD AT HERMITAGE ROAD Page 1 Intersection Int Delay, s/veh 2.8 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 105 15 10 159 117 133 Future Vol, veh/h 105 15 10 159 117 133 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 0 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 114 16 11 173 127 145 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 395 200 272 0 - 0 Stage 1 200 ----- Stage 2 195 ----- 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 610 841 1291 - - - Stage 1 834 ----- Stage 2 838 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 605 841 1291 - - - Mov Cap-2 Maneuver 605 ----- Stage 1 826 ----- Stage 2 838 ----- Approach EB NB SB HCM Control Delay, s 11.9 0.5 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1291 - 605 841 - - HCM Lane V/C Ratio 0.008 - 0.189 0.019 - - HCM Control Delay (s) 7.8 - 12.3 9.4 - - HCM Lane LOS A - B A - - HCM 95th %tile Q(veh) 0 - 0.7 0.1 - - P2199 - PM PROJECTED 727325094142444 C h e n a l P a r k w a y 248 1756 108Autumn Road1686212430260Hermitage Road 22538 1362212391212 P2199 - PM PROJECTED HERMITAGE ROAD AT SITE ACCESS DRIVE Page 1 Intersection Int Delay, s/veh 0.4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 0 0 239 12 0 12 Future Vol, veh/h 0 0 239 12 0 12 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length -----0 Veh in Median Storage, # - 1 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 0 0 260 13 0 13 Major/Minor Major2 Minor2 Conflicting Flow All - 0 - 267 Stage 1 ---- Stage 2 ---- Critical Hdwy - - - 6.22 Critical Hdwy Stg 1 ---- Critical Hdwy Stg 2 ---- Follow-up Hdwy - - - 3.318 Pot Cap-1 Maneuver - - 0 772 Stage 1 - - 0 - Stage 2 - - 0 - Platoon blocked, % - - Mov Cap-1 Maneuver - - - 772 Mov Cap-2 Maneuver ---- Stage 1 ---- Stage 2 ---- Approach WB SB HCM Control Delay, s 0 9.7 HCM LOS A Minor Lane/Major Mvmt WBT WBRSBLn1 Capacity (veh/h) - - 772 HCM Lane V/C Ratio - - 0.017 HCM Control Delay (s) - - 9.7 HCM Lane LOS - - A HCM 95th %tile Q(veh) - - 0.1 P2199 - PM PROJECTED CHENAL PARKWAY AT AUTUMIN ROAD Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 94 1424 44 248 1756 108 72 73 250 168 62 124 Future Volume (vph) 94 1424 44 248 1756 108 72 73 250 168 62 124 Ideal Flow (vphpl) 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Storage Length (ft) 150 90 500 0 50 50 0 0 Storage Lanes 1 1 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 1.00 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.850 0.991 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1630 3260 1458 1630 4642 0 1630 1716 1458 1630 1716 1458 Flt Permitted 0.058 0.078 0.713 0.531 Satd. Flow (perm) 100 3260 1458 134 4642 0 1223 1716 1458 911 1716 1458 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 111 12 272 114 Link Speed (mph) 40 40 30 30 Link Distance (ft) 495 680 279 341 Travel Time (s) 8.4 11.6 6.3 7.8 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) 102 1548 48 270 1909 117 78 79 272 183 67 135 Shared Lane Traffic (%) Lane Group Flow (vph) 102 1548 48 270 2026 0 78 79 272 183 67 135 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 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 12112 121121 Detector Template Left Thru Right Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 20 100 20 100 20 20 100 20 Trailing Detector (ft)00000 000000 Detector 1 Position(ft)00000 000000 Detector 1 Size(ft) 20 6 20 20 6 20 6 20 20 6 20 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex 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 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 2 Position(ft) 94 94 94 94 Detector 2 Size(ft)6666 Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) 0.0 0.0 0.0 0.0 Turn Type pm+pt NA Perm pm+pt NA Perm NA Perm pm+pt NA Perm Protected Phases 7 4 3 8 6 5 2 Permitted Phases 4 4 8 8 6 6 2 2 P2199 - PM PROJECTED CHENAL PARKWAY AT AUTUMIN ROAD Page 2 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Detector Phase 74438 666522 Switch Phase Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 10.5 24.4 24.4 23.5 24.4 24.9 24.9 24.9 9.5 24.9 24.9 Total Split (s) 13.0 80.0 80.0 30.0 97.0 24.0 24.0 24.0 12.0 36.0 36.0 Total Split (%) 8.9% 54.8% 54.8% 20.5% 66.4% 16.4% 16.4% 16.4% 8.2% 24.7% 24.7% Maximum Green (s) 7.5 73.6 73.6 24.5 90.6 17.1 17.1 17.1 7.5 29.1 29.1 Yellow Time (s) 3.5 4.4 4.4 3.5 4.4 3.7 3.7 3.7 3.5 3.7 3.7 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 3.2 3.2 3.2 1.0 3.2 3.2 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 5.5 6.4 6.4 5.5 6.4 6.9 6.9 6.9 4.5 6.9 6.9 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lag Lead Lead-Lag Optimize? Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None C-Max C-Max None C-Max None None None None None None Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr)0000 000 00 Act Effct Green (s) 77.9 77.0 77.0 93.8 92.9 13.7 13.7 13.7 28.1 25.7 25.7 Actuated g/C Ratio 0.53 0.53 0.53 0.64 0.64 0.09 0.09 0.09 0.19 0.18 0.18 v/c Ratio 0.72 0.90 0.06 0.80 0.68 0.68 0.49 0.71 0.86 0.22 0.39 Control Delay 53.3 40.1 0.1 66.0 18.9 91.3 72.3 17.4 89.3 52.3 15.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.3 40.1 0.1 66.0 18.9 91.3 72.3 17.4 89.3 52.3 15.5 LOS D D A E B F E B F D B Approach Delay 39.7 24.4 40.9 57.0 Approach LOS D C D E Intersection Summary Area Type: Other Cycle Length: 146 Actuated Cycle Length: 146 Offset: 0 (0%), Referenced to phase 4:EBTL and 8:WBTL, Start of Green Natural Cycle: 115 Control Type: Actuated-Coordinated Maximum v/c Ratio: 0.90 Intersection Signal Delay: 33.9 Intersection LOS: C Intersection Capacity Utilization 90.1% ICU Level of Service E Analysis Period (min) 15 Splits and Phases: 3: Chenal Parkway & Autumn Road P2199 - PM PROJECTED AUTUMIN ROAD AT HERMITAGE ROAD Page 1 Intersection Int Delay, s/veh 6.3 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 225 38 30 260 136 221 Future Vol, veh/h 225 38 30 260 136 221 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 0 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 245 41 33 283 148 240 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 617 268 388 0 - 0 Stage 1 268 ----- Stage 2 349 ----- 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 453 771 1170 - - - Stage 1 777 ----- Stage 2 714 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 440 771 1170 - - - Mov Cap-2 Maneuver 440 ----- Stage 1 755 ----- Stage 2 714 ----- Approach EB NB SB HCM Control Delay, s 21 0.8 0 HCM LOS C Minor Lane/Major Mvmt NBL NBTEBLn1EBLn2 SBT SBR Capacity (veh/h) 1170 - 440 771 - - HCM Lane V/C Ratio 0.028 - 0.556 0.054 - - HCM Control Delay (s) 8.2 - 22.9 9.9 - - HCM Lane LOS A - C A - - HCM 95th %tile Q(veh) 0.1 - 3.3 0.2 - -