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01-18 Traffic Impact Analysis
Transportation Impact Analysis Sto n Awa I I IV Frederick County, Virginia December 2017 Transportation Impact Analysis Stonewall IV Frederick County, Virginia Prepared For: Prepared By: Kittelson & Associates, Inc. 1850 Centennial Park Drive, Suite 130 Reston, Virginia 20191 (703)885-8970 Project Manager: Chris Tiesler, PE Project Principal: John Callow Project Analysts: Kylie Caviness Project No. 21652.00 December 2017 Christopher B Tiesler Kittelson & Associates, Inc. Traffic Engineer Stonewall IV Table of Contents TABLE OF CONTENTS Table of Contents ................................ Executive Summary ............................. Introduction .................................... Existing Conditions .............................. Transportation Impact Analysis .......... Conclusions an d Recommendations.. References .................................... APPENDICIES December 2017 ...................................................................................................... ii ...................................................................................................... 2 ...................................................................................................... 5 ....................................................................................................10 ....................................................................................................19 .................................................................................................... 44 .................................................................................................... 47 Appendix A Scoping Letter Appendix B Traffic Counts Appendix C Level of Service Description Appendix D Existing Conditions Level of Service Worksheets Appendix E In -Process Development Trip Assignment Appendix F 2020 Background Traffic Conditions Level of Service Worksheets Appendix G 2020 Total Traffic Conditions Level of Service Worksheets Appendix H 2026 Total Traffic Conditions Level of Service Worksheet Kittelson & Associates, Inc. u ; ; Stonewall IV Table of Contents LIST OF FIGURES Figure 1 Figure 2 Figure 3 Figure 4 Figure 5 Figure 6 Figure 7 Figure 8 Figure 9 Figure 10 Figure 11 Figure 12 Figure 13 Figure 14 Figure 15 Figure 16 Figure 17 Figure 18 Figure 19 Figure 20 Figure 21 Figure 22 December 2017 SiteVicinity Map...........................................................................................................6 ConceptualSite Plan.....................................................................................................7 ZoningMap...................................................................................................................8 Existing Traffic Conditions — Weekday AM Peak Hour................................................12 Existing Traffic Conditions — Weekday PM Peak Hour................................................13 Existing Lane Group Level of Service — Weekday AM Peak Hour...............................14 Existing Lane Group Level of Service — Weekday PM Peak Hour................................15 2020 Background Traffic Conditions — Weekday AM Peak Hour................................21 2020 Background Traffic Conditions — Weekday PM Peak Hour................................22 2020 Background Lane Group Level of Service — Weekday AM Peak Hour ...............23 2020 Background Lane Group Level of Service — Weekday PM Peak Hour................24 Estimated Trip Distribution Pattern............................................................................27 Site -Generated Trips — Weekday AM Peak Hour........................................................28 Site -Generated Trips — Weekday PM Peak Hour........................................................29 Year 2020 Total Traffic Conditions — Weekday AM Peak Hour...................................31 Year 2020 Total Traffic Conditions — Weekday PM Peak Hour...................................32 2020 Total Lane Group Level of Service — Weekday AM Peak Hour ..........................33 2020 Total Lane Group Level of Service — Weekday PM Peak Hour............ Year 2026 Total Traffic Conditions — Weekday AM Peak Hour .................... Year 2026 Total Traffic Conditions — Weekday PM Peak Hour .................... Year 2026 Lane Group Level of Service — Weekday AM Peak Hour ............. Year 2026 Lane Group Level of Service — Weekday PM Peak Hour .............. 34 37 <, Kittelson &Associates, Inc. iii Stonewall IV Table of Contents LIST OF TABLES December 2017 Table 1 Existing Transportation Facilities and Roadway Designations....................................10 Table 2 Existing Conditions — Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection................................16 Table 3 2020 Background Traffic Conditions — Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection ........ 25 Table 4 Estimated Trip Generation..........................................................................................26 Table 5 2020 Total Traffic Conditions — Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection ........ 35 Table 6 2026 Total Traffic Conditions — Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection ........ 41 Kittelson & Associates, Inc. iv `, jy Section 1 Executive Summary Stonewall IV Executive Summary EXECUTIVE SUMMARY December 2017 A traffic operations analysis has been conducted to confirm that the transportation system can adequately support the proposed Stonewall IV development, in fulfillment of Frederick County and Virginia Department of Transportation's (VDOT) requirements for traffic impact studies. The scope of the project analysis was developed in collaboration with County and VDOT staff. Specifically, this analysis includes: ■ Year 2016 existing land use and transportation system conditions within the site vicinity; ■ Forecast year 2020 background traffic conditions (without site development) during the weekday a.m. and weekday p.m. peak periods including in-process/approved developments and regional growth; ■ Trip generation and distribution estimates for the proposed development; ■ Forecast year 2020 total traffic conditions based on full build out of the development including queuing; ■ Design year 2026 total traffic conditions based on full build out of the development; and, • Conclusions and recommendations. Based on the results of the transportation impact analysis, the transportation system can adequately support the proposed development assuming provision of the recommended mitigations. _1 `+:s q 13 L, 0 F,i _������+il Iii! �.,1'�1 li ��, .� Y':,�f� �T``s������'�{. The findings of this analysis and our recommendations are discussed below. Existing Conditions • As scoped, the existing conditions analysis reflects completion of the on-going Martinsburg Pike/Welltown Road Improvements (VDOT Project # 0011-034-1167, C501; 0661-034-799, M501; UPC 100547 / 94847). ■ All study intersections currentiy operate at LOS D or getter during ail time periods. 2020 Background Traffic Conditions ■ A one percent annual growth rate (compounded annually) was used to account for regional traffic growth. ■ Traffic associated with the following in -process developments within the study area was included as background traffic: o Rutherford Crossing o Graystone I.P. o Amoco Lane Property Kittelson & Associates, Inc. 2% Stonewall IV Executive Summary o Snowden Bridge developments. December 2017 • All study irre;-se. Dans are forecast': T_: c r%inuE-: To operate at 1-05 or better during all ti m - ,e peri- ds. 2020 Total Traffic Conditions ■ Equus Capital Partners, Ltd. is applying for a rezoning to allow the development of two industrial warehouse buildings, totaling 820,000 square feet. The site is located southwest of Frontage Road 732 (Lenoir Drive), in the northwest quadrant of the interchange at Interstate 81 and Route 37/US 11 in Frederick County, Virginia. ■ Primary access to the site is proposed via a single full -access driveway along Lenoir Drive. ■ The development is estimated to generate approximately 1,378 net new weekday daily trips, 90 weekday a.m. (62 in, 28 out), and 98 weekday p.m. (30 in, 68 out) peak hour trips. ■ All study intersections are anticipated to operate at LOS D or better during all study time periods under 2020 build out conditions. 2026 Design Year Conditions ■ All study intersections currently operate at LOS D or better during all study time periods, with the exception of the US -Route 11/!-81 Ncrth ound 'amp Term inal/Redbud .oad intersection during the weekday p.m. peak period. o The US Route 11/1-81 !tior' hbound Ramp Terminal intersection is forecast to continue to operate at LOS E during the weekday p.m. peak hour. This drop is LOS is due exclusively to background growth. Based on the results of the analysis, no off-site transportation improvements are recommended. All study intersections are projected to continue to operate acceptably assuming full build -out of the Stonewall IV development. Kittelson & Associates, Inc. 3 �; Section 2 Introduction Stonewall IV Introduction December 2017 INTRODUCTION Equus Capital Partners, Ltd. is applying for a rezoning from RA (Rural Agricultural) to M1 (Industrial) to allow the development of two industrial warehouse buildings, totaling 820,000 square feet. The site is located southwest of Frontage Road 732 (Lenoir Drive), in the northwest quadrant of the interchange at Interstate 81 and Route 37/US 11 in Frederick County, Virginia. Equus Capital Partners, Ltd. proposes a single full -access driveway along Lenoir Drive. A site vicinity map is provided in Figure 1. The area surrounding the site is generally rural with industrial development in the immediate vicinity of the site. Commercial development lines Route 37/US 11. A preliminary site plan of the development is shown in Figure 2. The development is expected to be fully built out in the year 2020. Figure 3 shows the existing zoning of the subject site. This analysis determines the transportation related impacts associated with the proposed development and was prepared in accordance with Frederick County and Virginia Department of Transportation (VDOT) requirements for traffic impact studies. The study intersections, time periods for analysis, and scope of this project were selected after County and VDOT staff were consulted. A scoping letter provided by VDOT for this project is provided in Appendix A. A traffic operations analysis has been conducted to confirm that the transportation system can adequately support the proposed development. Specifically, this analysis includes: ■ Year 2017 existing land use and transportation system conditions within the site vicinity; ■ Forecast year 2020 background traffic conditions (without site development) during the weekday a.m. and p.m. peak periods including in-process/approved developments and regional growth; • Trip generation and distribution estimates for the proposed development; ■ Forecast year 2020 total traffic conditions based on full build out of the development including queuing and turn lane analyses; ■ Design year 2026 background and total traffic conditions based on full build out of the development; and, ■ Conclusions and recommendations. Kittelson & Associates, Inc. 5 '; Stonewa///V Deceinber1017 Site Vicinity Map Figure Frederick County, Virginia 1 Stonewall IV December 2017 KITTELSON Lz 0- C7 00 z Q 01 yy li T002 W CQ W < 'q Ul > 0 LLI LU = LU fn z Uj 2 W U- LLI z4Lq Iz I 00 -YR I 00 -YR FLOODPLAIN ■ U) <�,, } 0 n 0 LU F - d >; Cr CD W I I D I 0 CD f CK) z 0 C) LU LLW z TRUCK COURT c' 0—x < 00 0 a. LL PROPOSED 369,000 SQ, 'Q < FT. BUILDING Ile < W 0 (410' x 900) z z cn 0 0 < CL n PARKING < -J FL f < L) 0 U) zLU D ILI CL C0 0 LLJ U) OL cc 0 Z. GRAPHIC SCALE 0 150 300 am SHEET NUMBER - (IN FEET) CP -8 I inch:,: 30Gf.1, Conceptual Site Plan Figure Developed by Dice Engineering,, PLC (07/20/2017) 2 Frederick County, Virginia KITTELSON Stonewall IV December 2017 SITE Zoning Map Figure Frederick County, Virginia 3 KITTELSON Section 3 Existing Conditions Stonewall IV Existing Conditions EXISTING CONDITIONS The following section discusses transportation facilities in immediate vicinity to the site. Transportation Facilities Table 1 summarizes the primary transportation facilities in the site vicinity. Table 1 Existing Transportation Facilities and Roadway Designations December 2017 { Lenoir Drive Local 2 No No No No Paved McGhee Road Local 2 No No No No Paved Welltown Road Minor Collector 2 45 No No No No Paved LR!edbud Road Local 2 40 No No No No Paved US -11 Principal Arterial' 6 40 Yes No No No Paved »inLduUns udsea on vuv 1 s zuiw runctionai l.iassitication Map. ' US -11 becomes a Major Collector east of 1-81 Existing Traffic Volumes and Peak Hour Operations Turning -movement counts were obtained in May 2016 at all existing study intersections except McGhee Road and Lenoir Drive, which were collected in September 2017. The counts were conducted on a typical weekday morning (6:30am to 9:30AM) and weekday evening (4:00pm to 7:00pm) during peak time periods when school was in session. Appendix B contains all turning movement count data sheets. Consistent with scoping requirements, operational analyses were performed at the following intersections: ■ Lenoir Drive/McGhee Road ■ McGhee Road/Welltown Road ■ Welltown Road/US-11/Amoco Lane ■ US -11/1-81 Southbound On/Off Ramps ■ US -11/1-81 Northbound Off -Ramp ■ US -11/1-81 Northbound On-Ramp/Redbud Road Current Levels of Service and Volume -to -Capacity Ratios All level of service (LOS) analyses described in this report was performed in accordance with the procedures stated in the 2010 Highway Capacity Manual (HCM - Reference 1) and report HCM 2010 outputs. A description of level of service and the criteria by which they are determined is presented in Appendix C. Kittelson & Associates, Inc. 10 / l; Stonewall IV December 2017 Existing Conditions This analysis is based on the system hourly peak during each of the study periods to evaluate of all intersection levels -of -service. The weekday a.m. peak hour was found to be 7:15 a.m. to 8:15 a.m., while the weekday p.m. peak hour was found to be 4:30 p.m. to 5:30 p.m. Existing signal timing data was obtained from VDOT. Because the traffic signals operate an adaptive control system, cycle lengths and splits were optimized for each scenario within the current operational parameters of the coordinated system. This information was provided by VDOT. Traffic operations were evaluated using Synchro 9. Figure 4 and Figure 5 show the overall intersection operational results of the existing traffic operations analysis for the weekday a.m. and weekday p.m. peak hours, respectively. Figure 6 and Figure 7 show the lane group LOS. Table 2 summarizes the Synchro 9 peak hour levels of service, 95th percentile back of queue, and delay for each lane group by intersection. Appendix D contains the existing conditions level of service worksheets. Kittelson & Associates, Inc. 9 J A 7ewa///V December2017 N 861 Q 81 OQ� 863� Z � ccy� JESSICq EN �Q �g0 0 F-732 3 862 F-732 0, 661 ! �t SITE / p O� 839 O PACTIV c0<y 37 +F WINCHESTER BYPASS 11 S i O o r W N • N�� 1 i CM=NB LOS=B 118 Del -11.1 ~865 CM=EB 1 LOS=C VAC -0.12 1481 DeOI =12,6 1161 Del=32.1 4--1117 59 VAC=028 ti ,-35 "N/ �T qNt om O n -N nDe1=19.4 306 1 LOS=D -30 6'9-► Dell=40.6 +-2908 � R1 /W NN i CM = CRITICAL MOVEMENT LOS = CRITICAL MOVEMENT LEVEL OF SERVICE Del = CRITICAL MOVEMENT CONTROL DELAY VIC = CRITICAL CRITICAL VOLUME -TO -CAPACITY RATIO Existing Traffic Conditions Figure Weekday AM Peak Hour 4 Frederick County, Virginia December 2017 N 861 2 81 SOP 863 CCy JESSICA C3 F-732 862 F-732 C', ATG 661 SITE O 839 G� q PACTIV C0�,L o 37 WINCHESTER BYPASS 11 s s _ d d CM=NBLOS=BCM=EB267-► Del=14.4 ~67 13LOS=B 4 V/C=0.38 r 34 333� Del=12.2 VAC=0.42'� 34 C t'1 N On1287---i- ® O LOS=C r464D 1320-► Del=28.3 r-857 R 1 /w CM = CRITICAL MOVEMENT LOS = CRITICAL MOVEMENT LEVEL OF SERVICE Del = CRITICAL MOVEMENT CONTROL DELAY V/C = CRITICAL CRITICAL VOLUME -TO -CAPACITY RATIO Existing Traffic Conditions Figure Weekday PM Peak Hour 5 Frederick County, Virginia Stonewall/l/ December2017 N 861 81 SPO 863� 2 � ccy� JESSICq LN w �C3 F-732 3 862 F-732 C� � I O� 661 SITE O� 839 O PACTIV 37 WINCHESTER BYPASS 11 1 D]r AE \ A ~ ; r A D A 251 A A D D N J 1 A j®r A E -� - STOP SIGN Existing Lane Group Level of Service Figure - TRAFFIC SIGNAL Weekday AM Peak Hour 6 Frederick County, Virginia Stonewo///V December2017 N 861 Aa 81 oQ0 m 863 � Z � ccy� JESSICA LN O QP CO u, �j F-732 3 862 F-732 O� 661 SITE O� 839 G� qti O PACTIV 37 - WINCHESTER BYPASS 11 Q AE \ F A - ► _ A A C E7 ® E E 4 LL \ C� S C �► 0 F .-C ~ E A --- '- C A ite4rl C E - STOP SIGN Existing Lane Group Level of Service Figure - TRAFFIC SIGNAL Weekday PM Peak Hour % Frederick County, Virginia Stonewall IV Existing Conditions December -2017 Table 2 Existing Conditions - Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection *The W indicates 95th percentile volume exceeds capacity, queue may be longer and the queue shown is the maximum after two cycles. The W indicates the volume for the 95th percentile queue is metered by the upstream signal. Kittelson & Associates, Inc. 16 KrIl 'IS" Traffic Control Lane Group Los Queue (ser) Lon' -L-1-1 LOS QUeUc �Sec) I Lenoir Drive & McGhee Road (#1) Unsignalized EB EBTR 0.0 0.0 EB Approach 0.0 0.0' WB WBLT A <25 1.7 A <25 3.0 WB Approach A 1.7 A 3.0 NB NBLR B <25 11.1 B 50 14.4 NB Approach B 11.1 B 14.4 McGhee Road & Welltown Road & Amoco Lane (#2) Unsignalized EB EBL C <25 22.5 B <25 12.4 EBR B 25 12.5 B 50 12.2 EB Approach B 12.6 B 12.2 NB NBL NBT A 50 9.4 A <25 8.2 0.0 0.0 NB Approach 7.2 1.5 SB SBLTR 0.0 0.0 SB Approach 0.0 0 0 Welltown Road & US -11 #3 ) Signalized( BL EBTR E 325 67.6 E 250 73.8 C 375 21.9 C 500 24.2 c 28.9 C 29-3 WBL BT BR jApproachEE E 75 76.3 E 75 60.7 c 375 26.7 c 325 22.5 B 50 15.6 C 50 20.4 C 26.2 C 23:2 BLTR E 100 63.8ILE 150 67.9 E 63.8 679 SBL BTR E 125 58.6 150 62.1 D 100 53.2 100 56.3 E 55.5 59.0 Overall C 321 C 32.7 US -11 & 1-81 Southbound On/Off Ramps (#4) Signalized EB EBT A 75 4.2 A 125 4.3 EBR 175 0.0 50 EB Approach 4.2 A 4.3 WB WBL WBT <25 3.4 A 100 5.3 <25 1.8 FA A <25 1.7 WB Approach 2 1 A 2.2 SB SBLT 75 81.7 F 75 8S.9 SBR0 0.0 <25 0.0 SB Approach 81.7 F 85.9 Overall A 4.4 A 4.3 North & I-81 Northbound Off Ramps (#S) Signalized EB EBT A 25 3.6 B 275 11.4 EB Approach A 3.6 B 11.4 WB WBT A <25 1.6 C 75 27.7 WB Approach A 1.6 C 27 7 NB NBL D 250 54.3 D 275 51.7 NBR D 175 46.3 E 300 63.0 ��NB Approach D 51.7 D 55.8 Overall B 17.2 C 28:3 US -11 & 1-81 Northbound On Ramps & Redbud Road (#6) Signalized E6 EBL A 100 2.0 A 325 6.3 EBT AF D 75 41.7 C 125 29.1 EBRFD <25 28.1 B <25 15.0 EB Approach 29.3 C 21.9 WB WBL<25 12.8 C <25 28.9 WBT200 56.1 E 375 60.1 WBR<25 37.5 D <25 42.4 WB Approach 54.2 E 511 NB NBLTR<25 76.0 E 200 76.4 NB Approach 76.0 E 76A Overall 40.6 D 36.6 *The W indicates 95th percentile volume exceeds capacity, queue may be longer and the queue shown is the maximum after two cycles. The W indicates the volume for the 95th percentile queue is metered by the upstream signal. Kittelson & Associates, Inc. 16 KrIl Stonewall IV Existing Conditions December 2017 As shown in the figures and Table 2, all stumly inter�ections ont�i ;.e al- LOS D or be '.. ---r during ali FI'Mle periods. Kittelson & Associates, Inc. 17 Section 4 Transportation Impact Analysis Stonewall IV December 2017 Transportation ImpactAnalysis TRANSPORTATION IMPACT ANALYSIS The transportation impact analysis identifies how the study area's transportation system will operate through total build out of the project. The proposed development is anticipated to be constructed and built out by year 2020. Traffic impacts of the proposed Stonewall IV development during the typical weekday a.m. and p.m. peak hours were examined as follows: • Background traffic conditions were developed by applying a one percent compound annual growth rate to account for growth in the site vicinity between years 2017 and 2020. • Traffic from identified in -process developments were included in the background 2020 projected volumes. • Year 2020 background weekday a.m. and p.m. peak hour traffic conditions were analyzed at each of the study intersections. • Site -generated trips were estimated for the proposed site plan. • Site trip distribution patterns identified and confirmed through the scoping process were derived from existing traffic patterns and major trip origins and destinations in the study area. • Year 2020 total traffic conditions were analyzed at each of the study intersections during the weekday a.m. and p.m. peak hours. • Design year 2026 total traffic conditions were analyzed at each of the study intersections. In the 2020 background analysis, traffic operations prior to full build -out of the proposed development are analyzed for the purposes of establishing a baseline against which to measure the specific impacts of the proposed development. Background growth in traffic volumes is attributed to regional growth in the area as well as any specific development within the study area. These two components of growth are discussed below. A one -percent annual growth rate was identified and confirmed through the scoping process to account for near-term regional traffic growth. This growth rate was compounded annually to forecast year 2020 background traffic volumes. r'1=-, rutes.s.1)F1V01gPrrreot Consistent with the scoping document, four in -process developments were included in the background traffic: ■ Rutherford Crossing (high -turnover restaurant, clinic, grocery store) ■ Graystone I.P. (office, manufacturing/warehouse) Kittelson & Associates, Inc. 19 "''^ Stonewall IV Transportation Impact Analysis ■ Amoco Lane Property (hotel, retail, fast-food with drive-through) ■ Snowden Bridge (single-family homes) December 2017 All developments except Amoco Lane Property are located to the east of the study intersections. Appendix E contains detailed trip assignments of each in -process development. 2020 Background Traffic Conditions Figure 8 and Figure 9 show the overall intersection operational results of the year 2020 background traffic operations analysis for the weekday a.m. and p.m. peak hours, respectively. Figure 10 and Figure 11 show the 2020 background lane group level of service. Table 3 summarizes the peak hour levels of service, 95th percentile back of queue, and delay for each lane group by intersection. Appendix F contains the 2020 background traffic operational analysis worksheets. Kittelson & Associates, Inc. 20 Stonewa///V December 2017 N 861 � 81 0P� 863JES � 2 � ccy� SICq 50� F 732 862 F-732 C� 661 SITE 0� 839 O PACTIV 37 WINCHESTER BYPASS_ 11 0DO-7 0 r p�N CM=EB El 148 Del 119 �1V(C=*0.291 vo m� � o nom 71 --- LOS=A 619 De1=7.7 r 270 450 LOS=B 1045--► De1e1=19.5 x-822 1 t� mm rnro �N [°J C r m vmrn 11L 227-,0 LOS=D *-224 1276 — Del=37.5 *-- 1185 72- R r81 * 1 I %w Nrr mN.o 315-,*LOS=D *-77 904-1- Del=36.3 ---845 114 X70 *N 1w mo NtO CM = CRITICAL MOVEMENT 2020 Background Traffic Conditions y LOS = CRITICAL MOVEMENT LEVEL OF SERVICE Weekda PM Peak Hour Figure Del = CRITICAL MOVEMENT CONTROL DELAY 8 V/C = CRITICAL CRITICAL VOLUME -TO -CAPACITY RATIO Frederick County, Virginia rewa///V December2017 O N 861 A81 2 ccy� oP0 � 86JESSICq LN p �P F � � 862 F-732 ATG O � 661 Sl E COQ 839 0� O PAC -FIV 37 WINCHESTER BYPASS 11 s o r r G a CM=NB LOS=BCM=EB 267- F 67 4 DeW 1.8 34 �4 13-$ LOS=6 191 %1 LOS=D X173 1652 Del=37.4 X 1314 333-X Del=12.2 V/C=0.25 94—x r65 �r V/C=0 06 t qtr 3 C,' mom 1604-- Del 28.5 2900 490,,1 LOS=D *-160 1495--► Del 217 -*-1027 138 --1- Del=36.3 X96020 rm Nr CM= CRITICAL MOVEMENT 2020 Background Traffic Conditions LOS = CRITICAL MOVEMENT LEVEL OF SERVICE Figure Del=CRITICAL MOVEMENT CONTROL DELAY Weekday PM Peak Hour 7 9 V/C= CRITICAL CRITICAL VOLUME -TO -CAPACITY RATIO Frederick County, Virginia mewo///V December2017 N 861 Q 81 8632 ccy� JESSICq LN p QP Ci F-732 3 4 862 F-732 661 SITE 839 O PAC IV �y CO�,L 37 � WINCHESTER BYPASS 11 O ©► © D E .� 4 �t ° C E i C �1 17 A B �I C jAj _� C g * C • E c B A E o` 3 AE i1 'r B~ '— A A D E E - STOP SIGN 2020 Background Lane Group Level of Service Figure - TRAFFIC SIGNAL Weekday ANI Peak Hour 10 Frederick County, Virginia 7newo///V Deceinber2017 N 861 a 81 863� Z ccy JESSICq LN O oQO � QP � � w F-732 862 F-732 � tiTG 661 I SITE � 839 Q O C0<,y PACTIV 37 WINCHESTER BYPASS 11 e© E E _ 4 -4 L�. B� Ei� �C n fji A Bit C S C � C� �F Y B � t 1' E AE i1► - A y 1ij1 A r- A C A --► �ij �-- A B -► i,7p� ~ -► F C A { D Nw D E E ® - STOP SIGN 2020 Background Lane Group Level of Service Figure ® - TRAFFIC SIGNAL Weekday PM Peak Hour 11 Frederick County, Virginia Stonewall IV Transportation Impact Analysis December 2017 Table 3 2020 Background Traffic Conditions -Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection *The W indicates 95th percentile volume exceeds capacity, queue maybe longer and the queue shown is the maximum after two cycles. The W indicates the volume for the 95th percentile queue is metered by the upstream signal. Kitte son &Associates, Inc 25 ��, Lenoir Drive & McGhee Road (#1) Unsignalized EB EBTR EB Approach WB WELT WB Approach NB NBLR NB Approach 0.0 0.0 A <25 7.8 A 1.7 B <25 10.7 3 10.7 0.0 0.6 A <25 8.6 A 2.9 B 25 11.8 B 118 e Road & wn Road & :AmocoLane (#2) Unsignalized EBL EB EBR EB Approach NB NBL NBT NB Approach SB SRLTR SB Approach C <25 19.4 B <25 12.4 B 25 11.8FA B 11.9 A 25 9.0 0.0 6.8 0.0 0.0 50 12.2 12.2 <25 8.3 0.0 1.5 0.0 0.0 US-11Welltwn Road & US -11 #3 ) Signalized( EBLED EB EBTR450 325 75.4 E 275 75.1 30.7 C >525 29.0 EB Approach 37-1 C 33.5 WBL150 WB WBT400 WBR50 55.3 F 125 92.0 29.6 C 425 26.6 24.3 C 100 31.8 WB Approach 30:2 C 299NB NBLTR150 63.6 E 200 73.4 NBApproach 636 E 73.4 SB SBL125 SBTRloo 59.9 E 175 63.3 53.8 E 100 56.5 SB Approach 56.4 E 59.6 Overall D 37.5 D 37.4 US -11 & 1-81 Southbound On/Off Ramps (#4) Signalized EB EBT A 100 7.1 D 175 48.4 EBR 150 0.0FA 50 0.0 EB Approach A 7.1 48.4 WB WBL WBT A 100 7.1250 30.5 A 75 3.1250 3.1 WB Approach A 3.8 8.1 SB SBLT E 125 69.1125 74.4 SBR <25 0.0<25 0.0 SB Approach E 69.1 74.4 Overall A 7.7 C 28.5 & I-81 Northbound Off North Ramps (#5) Signalized EB I EBT B 50 11.5 B 225 17.1 EB Approach B 115 B 171 WB WBT A <25 0.1 A 75 0.1 WB Approach A 0.1 A 0.1 NB NBL D 250 46.1 D 275 44.9 NBR E 275 58.1 E 400 63.8 NB Approach D 50.5 D 52.6 Overall B 19.5 C 21.7 US -11 & 1-81 Northbound OnRamps & Redbud Road (#6) Signalized EB EBL A 125 7.3 B 450 17.2 EBT C 100 32.1 C 250 21.2 EBR B <25 18.2ED <25 8.4 EB Approach. c 25.0 19.6 WB WBL C <25 20.150 37.8 WBT D 275 51.9500 57.9 WBR C <25 34.450 40.4 WB Approach D 48.3 54.3 BLTR E <25 72.3300 88.4 NBApproach E 72.3 88.4 Overall D 36.3 1 36 3 *The W indicates 95th percentile volume exceeds capacity, queue maybe longer and the queue shown is the maximum after two cycles. The W indicates the volume for the 95th percentile queue is metered by the upstream signal. Kitte son &Associates, Inc 25 ��, Stonewall IV December 2017 Transportation ImpactAnalysis As shown in the figures and Table 3, 411 study it tersectioo s a e 1 re.:.ast to con-- ,nue to operate at LOS D or be`ter durir:g all tirne pericas. R0P US F D DE_ VE_ L 0 P Vv" E N The Applicant is applying for a rezoning from RA (Rural Agricultural) to M1 (Industrial) to allow the development of two industrial warehousing buildings, totaling 820,000 square feet. Access to the site is proposed to be provided via an extension of Lenoir Drive into the site. Trip Generation Trip generation estimates for the proposed development were developed using the standard reference Trip Generation, 91h Edition (Reference 2) published by the Institute of Transportation Engineers (ITE). Table 4 summarizes the trip generation estimates for the proposed development. Table 4 Estimated Trip Generation As shown in Table 4, the development is estimated to generate approximately 1,378 net new weekday daily trips, 90 weekday a.m. (62 in, 28 out), and 98 weekday p.m. (30 in, 68 out) peak hour trips when fully built out in year 2020. Trip Distribution and Trip Assignment Trip distribution estimates for the proposed project were developed based on anticipated future travel patterns observed near the site and a major origin/destination patterns in the site vicinity. Figure 12 illustrates the estimated trip distribution pattern. Figure 13 and Figure 14 illustrate the assignment of site -generated trips to the surrounding roadway network during the weekday a.m. and weekday p.m. peak hours, respectively. Kittelson & Associates, Inc. 26 n SITE ! 7 _ /�W�INCHES�TERBYPASS 15% I XX% - Proposed Trip Distribution l<FJ KITTELSON & A S S 0 C 11 AT EES /Q� CIVES LN 861 863 2rC\ cy 0 PS E4SSICALN 81 661 839 4 December2017 11 Estimated Trip Distribution Figure Frederick County, Virginia 12 Stonewo///V December2017 N 861 _ 811 oPO 863� JESSICA LN 862 F-732 Citi TG 661 SITE O� 839 CC<ti PACTIV 37 WINCHESTER BYPASS 11 a N 1 u 1 1 9_0 62 27-,4 r O � 3 N N " 10-'4X28 131 �6 13� r6 1 N Site -Generated Trips Figure Weekday AM Peak Hour 13 Frederick County, Virginia Stonewall/l/ Deceinber2017 N 861 _ _ _ 81 oP0 863 ��'(,JESSICq IN COQ J to �g0 F-732Al 3 862 F-732 661 SITE O� � � 839 0 O PACTIV wy CO<ti 37 WINCHESTER BYPASS ' 11 Q J 0 5: C (G) Site -Generated Trips Figure Weekday PM Peak Flour 14 Frederick County, Virginia Stonewall IV Transportation Impact Analysis 2020 Total Traffic Conditions December 2017 The 2020 total traffic conditions analysis forecasts how the transportation system in the study area will operate after full build out of proposed development. Site -generated trips shown in Figure 15 and Figure 16 were added to year 2020 background volumes shown in Figure 9 and Figure 10 to arrive at the 2021 total traffic volumes shown in Figure 15 and Figure 16, respectively. Figure 17 and Figure 18 show the lane group level of service. Table 5 summarizes the Synchro 9 peak hour levels of service, 95th percentile back of queue, and delay for each lane group by intersection. Appendix G contains the year 2020 total traffic conditions operational worksheets. Kittelson & Associates, Inc. 304E newo///V December2017 N 861 a 81 OQO c Z �Q- 863 CyF JESSICA LN UDeI12.3 J ti r r X' (ll F-732 862 F-732 661 SITE COQ 839 O� G� q,Li O cO�,L PACTIV wy 37 + WINCHESTER BYPASS 11 E CWNB 112--p. De x285 9 Del=11.1 143 �1 V/C=0.15 �m m o morn LOS=A 984--i Del=7.7 ~1096 629 ,r- 245 CM = CRITICAL MOVEMENT LOS = CRITICAL MOVEMENT LEVEL OF SERVICE Del = CRITICAL MOVEMENT CONTROL DELAY V/C = CRITICAL CRITICAL VOLUME -TO -CAPACITY RATIO LOS=C NWS 1jtN 274 236fLOS=D1276---o- UDeI12.3 Del=38.9F18582 ti r �mN}Iin� 1058 Delel=200.5 -*--828 1/ u�m �ro lAN 325-4 LOS=D 10.77 907---m- Del=36.2 --- 851 114 --NR r70 1 00 N� 2020 Total Traffic Conditions Figure Weekday AM Peak Hour 15 Frederick County, Virginia Stonewa///V December2017 N 861 a 81 oP0 c 2 �� 863 cy JESSICq F-732 862 F•732 ATG O 661 U SITE 0� 839 G� q� O PACTIV Y CO<ti 37 WINCHESTER BYPASS 11 Q CM=NB LOS=B 2674—*.Del=12.8 ~64 V/C=0.35 /w O VOrn J 1 LOS=C 1435 �-- 1303 635 Del=29.5 290 J Ir CM = CRITICAL MOVEMENT LOS = CRITICAL MOVEMENT LEVEL OF SERVICE Del = CRITICAL MOVEMENT CONTROL DELAY V/C = CRITICAL CRITICAL VOLUME -TO -CAPACITY RATIO 2020 Total `traffic Conditions Figure Weekday PM Peak Hour 16 Frederick County, Virginia UDel=j13.3 -,4r L 314 LOS=C 514 i LOS=D X160 1526--► Del=22.5--1030 1311 Del=37.3 903 82 62 q �1JeJ Nn � 2020 Total `traffic Conditions Figure Weekday PM Peak Hour 16 Frederick County, Virginia Stonewa///V December 2017 N 861 A81 863 oe � 2 � CG'.y� JESSICq LN 4 XC3 F-732 862 F-732 C� O� 661 SITE 839 G� q� O PACTIV 37 WINCHESTER BYPASS 11 Q 0A \ 1� (A- C �A B - - - STOP SIGN T - TRAFFIC SIGNAL 1 151 A ~ 1�[ ~ A D D ©D E \ 4 �L (E-0 rC ~ � D R*� E A l�f B A A 2020 Total Lane Group Level of Service Figure Weekday AM Peak Flour 17 Frederick County, Virginia Stoaewa///V December2017 N 861 81 OP 863� 2 � JESSICq LN p QP 862 F-732 C� 661 SITE O 839 G� qlr O PACTIV CO<,y 37 � WINCHESTER BYPASS 11 - STOP SIGN - TRAFFIC SIGNAL a z' A — ® ~ A DE © EE \ w— C E D C � �c C ® t" E E ,-.$ w— C A D 2020 Total Lane Group Level of Service Figure Weekday PMI Peak Hour 18 Frederick County, Virginia Stonewall IV Transportation Impact Analysis December 2017 Table 5 2020 Total Traffic Conditions - Summary of Peak Hour Levels of Service, 95th Percentile Back of Queue, and Delay for Each Lane Group by Intersection *The W indicates 95Th percentile volume exceeds capacity, queue may be longer and the queue shown is the maximum after two cycles. The indicates the volume for the 95th percentile queue is metered by the upstream signal. Kittelson & Associates, Inc. 35 R I gl&.e Lenoir Drive & McGhee Road (#1) Unsignalized EB EBTR 0.0 0.0 EB Approach 0.0 0.0 WB WBLT <25 7.9 A <25 8.7 WB Approach 2.6 EA A 4.2 NBLR <25 11.1 B 50 12.8 NB Approach 11.1 B 12.8 McGhee Road & Welltown Road & Amoco Lane (#2) Unsignalized EB EBL EBR EB Approach NB NBL NBT NB Approach SB SBLTR SB Approach C <25 22.8 B <25 13.1 B 25 12.2 B 75 13.3 B 12.3 B 13.3 A 50 9.3 A <25 8.3 0.0 0.0 7.3 2.0 0.0 0.0 0.0 0.0 Welltown Road & US -11 #3 I Signalized( ER E 325 74.4 E 275 67.9 C 375 31.8 C >525 30.3 EB ApproachD 38.2 c 34.1 JEBL WB D 75 54.4 E 100 69.2 C 375 31.6 C 425 32.6 C <25 28.4 D 50 35.7 WB ApproachC 32:2 C 34.5 NB E 100 63.6 E 200 77.7 NB ApproachE 63.6 E 77.7SB E 125 60.5 E 20066.9 D 100 53.0 E 100 57.1 SB ApproachE 56.4 E 62.0 Overall D 38.9 D 40.1 US -11 & 1-81 Southbound On Off Ramps (#4) Signalized EB EBT A 100 7.2 D 100 50.0 EBR 150 0.0 <25 0.0 EB Approach A 7.2 D 50.0 WB WBL WBT A 100 7.3 C 275 32.0 A 50 3.2 A 250 3.0 WB Approach A 3.9 A 8.3 SB SBLT E 125 69.1 E 150 77.0 SBR <25 0.0 <25 0.0 SB Approach E 69,1 E 770 Overall A I 7.7 C 29.5 North & I-81 Northbound Off (#5) SignalizedRamps EB EBT B 50 11.6FA 225 17.7 EB Approach B 11.6 17.7 WB WBT A <25 2.7 75 0.1 WB Approach A 2J 0.1 NBNBR NBL D 250 46.6275 46.9 E 275 57.9425 66.3 NB Approach E 50 6 54.8 Overall C 20S C 22.5 US -11 & 1-81 Northbound Ramps & Redbud Road (#6) Signalized EB EBL A 150 7.4 B 500 17.1 EBT C 100 31.9 C 250 21.4 EBR B <25 18.1 A <25 8.5 EB Approach C 24.8 B 19.7 WB WBL C <25 20.2 D 50 38.6 WBT D 300 52.2 E 525 60.3 WBR C <25 34.3 D 50 41.9 WB Approach 0 48.6 E 1 56.5 NB NBLTR E <25 72.3 F 325 93.0 NB Approach E 72:3 F 93.0 Overall D 36-2 D 37.3 *The W indicates 95Th percentile volume exceeds capacity, queue may be longer and the queue shown is the maximum after two cycles. The indicates the volume for the 95th percentile queue is metered by the upstream signal. Kittelson & Associates, Inc. 35 Stonewall IV December 2017 Transportation Impact Analysis As shown in the figures and Table 5, adi stu'y i Pro erai_e at OS D or bete during all tine Nericds. Per the scoping requirements of this project, an analysis of future design year 2026 total traffic conditions was performed for planning purposes. The 2026 analysis is provided to support long-term planning efforts. Six additional years of background growth were applied to year 2026 total traffic conditions (compound at two percent annually) to forecast year 2026 traffic conditions. Figure 19 and Figure 20 show the design year 2026 traffic operational results for the weekday a.m. and weekday p.m. peak hours, respectively. Figure 21 and Figure 22 show the lane group level of service. Table 10 summarizes the peak hour levels of service, 95th percentile back of queue, and delay for each lane group by intersection. Appendix H contains the year 2026 total traffic conditions operational worksheets. Kittelson & Associates, Inc. 36�^ newolllV December1017 N 861 A,81 0 OPO d, z �Q- 863 Cy JESSICq LN �Q g0 F-732 862 F-732 COQ �A 661 a SITE O� 839 G� q� O PACTIV COCA 37 WINCHESTER BYPASS 11 CM = CRITICAL MOVEMENT LOS = CRITICAL MOVEMENT LEVEL OF SERVICE Del = CRITICAL MOVEMENT CONTROL DELAY V/C = CRITICAL CRITICAL VOLUME -TO -CAPACITY RATIO 2026 Total Traffic Conditions Figure Weekday AM Peak Hour 19 Frederick County, Virginia CM=NB N�N LOS=B 112 -► 285 Del=11.1 LOS 250 1 LOS=D �P87 y 143 C 1478 Del=43.2 9213VR/C=0.15 �1 I�1;* �MN(r0 R 1t�o�� SIN n nDel=�221 rDel=32.4 -), CM = CRITICAL MOVEMENT LOS = CRITICAL MOVEMENT LEVEL OF SERVICE Del = CRITICAL MOVEMENT CONTROL DELAY V/C = CRITICAL CRITICAL VOLUME -TO -CAPACITY RATIO 2026 Total Traffic Conditions Figure Weekday AM Peak Hour 19 Frederick County, Virginia December2017 N 861 811 �C Z 863 Cy JESSICq EN �QOPO �P 4 64 �1 V/C=0.35 398 Del S i1 L�3=8 0 - w P �g0 F-732 °D���Nm �0y +<f 862 F-732 C� nDe1=2E8 r547S-E 661 SITE O� 839 G� q,Ll O PACTIV 37 WINCHESTER BYPASS 11 1��CM=NBr267 LOS 2 67161 Del=128 L SCM=EB B 4 64 �1 V/C=0.35 398 Del S i1 L�3=8 V/C=0.511 P '1t °D���Nm �0y n-,% nDe1=2E8 r547S-E CM = CRITICAL MOVEMENT LOS = CRITICAL MOVEMENT LEVEL OF SERVICE Del = CRITICAL MOVEMENT CONTROL DELAY V/C = CRITICAL CRITICAL VOLUME -TO -CAPACITY RATIO 2026 Total Traffic Conditions Figure Weekday PM Peak Hour 20 Frederick County, Virginia gnewa///V December2017 N 861 a 81 OP 863� JESSICA LN v� �ca0 F-732 3 � 3 862 F-732 0, ATG 661 ' I SITE O� 839 G� q,Li O PACT -IV cO4,y 37 � f WINCHESTER BYPASS 11 N C fd �I © D E _ 44 �►�► B A E E G / AE A\ \ A ► O ~ A B - D - STOP SIGN - TRAFFIC SIGNAL A A--* S '-A DE C j�j 8 A ---j+r ~ B A� �C E 2026 Total Lane Group Level of Service Figure Weekday AM Peak Hour 21 Frederick County, Virginia Stonewo///V December2017 N 861 Aa 81 OPO C'Cy 863 JESSICq LN O QP XC: j F-732 3 862 F-732 C', 661 SITE O� 839 G� q,Li OC PACTIV O� ti 37 WINCHESTER BYPASS _ 11 d pCE' 4 L B A '�► A B 1 _r C E 6 AL At E Lr4 . a] / 1®f A C y®r ~ E ill A 14I D �D E -Al- - STOP SIGN 2026 Total Lane Group Level of Service Figure -TRAFFIC SIGNAL Weekday PM Peak Hour g 22 Frederick County, Virginia Stonewall IV Transportation Impact Analysis December 2017 Table 6 2026 Total Traffic Conditions - Summary of Peak Hour Levels of Service, 95`h Percentile Back of Queue, and Delay for Each Lane Group by Intersection *The W indicates 951percentile volume exceeds capacity, queue may be longer and the queue shown is the maximum after two cycles. The 'm' indicates the volume for the 95th percentile queue is metered by the upstream signal. Kittelson & Associates, Inc. 41 A s..IL9.t m;r�;:. 0.0 40 7 Lenoir Drive & McGhee Road (#1) Unsignalized EB EBTR 0.0 EB Approach 0.0 0.0 WB WBLT A <25 7.9 A <25 8.7 WB Approach A 2.5 A 4.2 NB NBLR B <25 11.1 B 50 12.8 NB Approach 0 11.1 B 12.8 WelltoNB McGhe7&1 Amoco EB EBL C <25 23.2 B <25 13.4 EBR B 25 12.5 B 75 13.5 EB Approach B 126 B 13.5 NBL 1NBT A 50 9.4 A <25 8.3 0.0 0.0 NB Approach 7.3 1.9 56 I SBLTR 0.0 0.0 SB Approach 0.0 0.0 Welltown Road & US -11(#3 Signalized EBLrD EBTR525 400 90.4 F 325 83.2 34.7 D >525 35.1 42.5 D :EB WBL175 WBT500 WBR100 1proach 57.6 E 150 57.9 36.8 C 450 23.2 38.0 A <25 7.4 38.1 C 39.8 NBLTR 150 65.4 E 225 78.6 NB Approach E 65.4 E 78.6 SB SBL SBTR E 150 61.0 E 225 69.9 D 100 52.7 E 100 55.9 SB Approach E 56.4 E 62.9 Overall D 43.2 D 38.3 US -11 & 1-81 Southbound On/Off Ramps (#4) Signalized EB EBT E 125 62.1 F 200 88.5 EBRFA 100 0.0 50 0.0 EB Approach 62:1 F 8&5 WB WBL375 WBT225 33.6 D >525 40.7 5.8 A 300 6.2 WB Approach 11.9 "B 13.5 SB SBLT225 63.7 E 250 68.3 SBR<25 0.0 <25 0.0 SB Approach 63.7 E 68.3 Overall C 34.9�JF D 49.0 US -11 & I-81 Northbound Off (#5) SignalizedRamps EB_ I EBT C 100 20.7 150 29.7 EB Approach c 20:7 297 WB WBT A <25 0.3 5o 0.1 EA WB Approach A 0.3 0.1 NB D 250 37.6 300 37.8 NBR E 425 61.1 E >525 71.6 NB Approach D 47.5 ) 53.1 - Overall C 22.1 C 26.8 US -11 & 1-81 Northbound On Ramps & Redbud Road (#6) Signalized EB EBL B 225 16.4 F >525 108.2 EBT C 275 20.2 A >525 6.9 EBR A <25 7.9 A <25 0.5 EB Approach B 18.5 C 31.0 WB WBL C 75 33.5 D 150 52.6 WBT D 400 50.1 F >525 73.2 WBR C 25 33.5 C 125 34.9 WB Approach D 45:8 E 65.5 NB NBLTR E <25 76.3 F >525 220.6 NB Approach E 76.3 F 220.6 Overall c 32.'4 E 59.7 *The W indicates 951percentile volume exceeds capacity, queue may be longer and the queue shown is the maximum after two cycles. The 'm' indicates the volume for the 95th percentile queue is metered by the upstream signal. Kittelson & Associates, Inc. 41 A Stonewall IV Transportation Impact Analysis ouemuouor As shown in the figures and Table 6, all s4t,.�dy intsrsect|onsare forec�s�|m con -;nue to nuena�-e a� 'OS � or bet�crdurinU �U time periods exceptthe US Route 11/1'81 Northbnund 0n'�orno/�edbod Lane This intersection is projected tooperate ntLOS E during the weekday p.m. peak hour. moxlsoomAssociates, Inc. 42 ��! Section 5 Conclusions and Recommendations Stonewall IV Conclusions and Recommendations CONCLUSIONS AND RECOMMENDATIONS December 2017 Based on the results of the transportation impact analysis, the transportation system can accommodate full build -out of the proposed development and assuming provision of the recommended mitigations. The findings of this analysis are discussed below. Existing Conditions ■ As sc era the existillig ndht;; !y e I ctS cor iPle icn of pile cn-go;ng cp -�. u ;n- a^a SI_ r r` P I: n Martinsburg Pike/Welltown Road Improvements (VDOT Project # 0011-034-1167, C501; 0661-034-799, M501; UPC 100547 / 94847). ■ All St -1--J%,1 I is .i (,L! .. ,ii '/ C,rCrciIE a�: _C.J t; Jr — 'c C,' .. 2020 Background Traffic Conditions ■ A one percent annual growth rate (compounded annually) was used to account for regional traffic growth. ■ Traffic associated with the following in -process developments within the study area was included as background traffic: o Rutherford Crossing o Graystone I.P. o Amoco Lane Property o Snowden Bridge ■ All study intersections are forecast to continue to operate at LOS D or better during ail time periods. 2020 Total Traffic Conditions ■ Equus Capital Partners, Ltd. is applying for a rezoning to allow the development of two industrial warehouse buildings, totaling 820,000 square feet. The site is located southwest of Frontage Road 732 (Lenoir Drive), in the northwest quadrant of the interchange at Interstate 81 and Route 37/US 11 in Frederick County, Virginia. ■ Primary access to the site is proposed via a single full -access driveway along Lenoir Drive. ■ The development is estimated to generate approximately 1,378 net new weekday daily trips, 90 weekday a.m. (62 in, 28 out), and 98 weekday p.m. (30 in, 68 out) peak hour trips. ■ All study intersections are anticipated to operate at LOS D or better during all study time periods under 2020 build out conditions. Kittelson & Associates, Inc. 44 Stonewall IV Conclusions and Recommendations December 2017 2026 Design Year Conditions ■ All study intersections currently operate at LOS D or better during all study time periods, with the exception of :i`1e US fl�CUTe '. I; ;-'1 ^I N':l,�L;C±C1 eta'","i i; R^a:`: during the weekday p.m. peak period. o The .%c, noU',? 7 /l $ �' i +� •'iu Ranip TE r.. cl';d' !r+-rse I. .,si is forecast to continue to operate at LOS E r4uririg tyle v.,eek--axj p.m. peal, "so ,r. This drop is LOS is due exclusively to background growth. Kittelson & Associates, Inc. 45 Section 6 References Stonewall IV References REFERENCES 1. Transportation Research Board. Highway Capacity Manual. 2010. 2. Institute of Transportation Engineers. Trip Generation, 9 t Edition. 2012. December 2017 Kittelson & Associates, Inc. 47� Appendix A '-cor,m,g Letter PRE -SCOPE OF WORK MEETING FORM Information on the Project Traffic Impact Analysis Base Assumptions The applicant is responsible for entering the relevant information and submitting the form to VDOT and the locality no less than three (3) business days prior to the meeting. If a form is not received by this deadline, the scope of work meeting may be postponed. Contact Information Consultant Name: Chris Tiesler, PE & John Callow - Kittelson & Associates, Inc. Tele: (703) 885-8970 E-mail: ctiesler kittelson.com Developer/Owner Name: Dan DiLella - Equus Capital Partners, Ltd. Tele: (215) 575-2352 E-mail: dmdilella equuspartners.com Project Information Project Name: Morris Property Industrial Development Locality/County: Frederick County Project Location: (Attach regional and site See Figure I - attached specific location ma Submission Type Comp Plan ❑ Rezoning ® Site Plan ❑ Subd Plat ❑ Equus Capital Partners, Ltd. is applying for a rezoning to allow the development of Project Description: a two industrial warehousing buildings, totalling 820,000 square feet. The site is (Including details on the land located southwest of Frontage Road 732 (Lenoir Drive) [located in the northwest use, acreage, phasing, access location, etc. Attach additionalquadrant of the I-81/Route 37 interchange] in Frederick County, Virginia. Equus sheet if necessary) Capital Partners, Ltd. proposes a single, full -access driveway along Lenoir Drive. A conceptual site plan is shown in Figure 2. Proposed Use(s): (Check all that apply; attach Residential ❑ Commercial ® Mixed Use ❑ Other ❑ additional pages as necessary) Residential Uses(s) Number of Units: ITE LU Code(s): Other Use(s) ITE LU Code(s): Commercial Use(s) ITE LU Code(s): 152 Independent Variable(s): (see attached Trip Gen Table) Square Ft or Other Variable: It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Total Peak Hour Trip Less than 100 ® 100 — 499 ❑ 500-999 ❑ 1,000 or more ❑ Projection: Traffic Impact Analysis Assumptions Study Period Existing Year: 2017 Build -out Year: 2020 Design Year: 2026 North: McGhee Road South: Route 37 (Winchester Bypass) Study Area Boundaries (Attach map) East: Lenoir Drive West: Route 661 (Redbud Road) In -process developments include Rutherford Crossing, Graystone I.P., Amoco Lane External Factors That Property, and Snowden Bridge developments. Could Affect Project Martinsburg Pike/Welltown Road Improvements (Planned road improvements, other nearby developments) VDOT Project 4 0011-034-R67, C501; 0661-034-799, M501; UPC 100547 / 94847 Future development of Route 37 Bypass to the west of the site Consistency With Comprehensive Plan Yes (Land use, transportation plan) 2016 AADT Volumes from VDOT I-81 NB Exit Ramp, Exit 317 - 10,000 (to US 11) I-81 SB Exit Ramp, Exit 317 - 5,200 (to US 11) US 11 (Martinsburg Pike) - 39,000 (from Route 37 to I-81) US I 1 (Martingsburg Pike) - 12,000 (from I-81 to Old Charles Town Road) Available Traffic Data Route 661 (Redbud Road) - 2,000 (from US 11 to Milburn Road) (Historical, forecasts) Route 661 (Welltown Road) - 4,700 (from US 11 to Fair Lane) Route 861 (McGhee Road) - 3,500 (from Tyson Drive to Lenoir Drive) Frontage Road 732 (McGhee Road) - 6,700 (from Lenoir Drive to Welltown Road) Frontage Road 732 (Lenoir Drive) - 6,700 (from McGhee Road to Dead End) Road Name: 15% Route 37 (Winchester Bypass) [West] (See Road Name: 35%1-81 SB [South] Trip Distribution Figure 3) Road Name: 35%1-81 NB (Attach sketch) [North]; 5% Route 662 (Welltown Road Name: 10% Martinsburg Pike [East] Road) [North] Annual Vehicle Trip Peak Period for Study ®AM ®PM El SAT 1% (check all that apply) Peak Hour of the Generator 6-9 am 4-7 pm Growth Rate: 1.Route 861 (McGhee Road)/ 6.1-81 NB On-ramp/US 11 (Martinsburg Study Intersections Frontage Road 732 (Lenoir Drive) Pike)/Route 661 (Redbud Road) 7. and/or Road Segments 2.Route 661 (Welltown Road)/ (Attach additional sheets as Route 861 (McGhee Road) 3.US 11 (Martinsburg Pike)/ $' necessary) Route 661 (Welltown Road)/Route It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. NOTES on ASSUMPTIONS: Non -ITE trip generation rates will be used to estimate the Greystone I.P. trip generation, as directed by VDOT staff. It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. 839 (Amoco Lane) 4.I-81 SB Ramps/ 9. US 11 (Martinsburg Pike) 5.I-81 NB Off -ramp/ US 11 (Martinsburg Pike) 10. Trip Adjustment Factors Internal allowance: ❑ Yes ❑ No Pass -by allowance: ❑ Yes ❑ No Reduction: % trips Reduction: % trips Software Methodology ❑ Synchro ❑ HCS (v.2000/+) ❑ aaSIDRA ❑ CORSIM ❑ Other Traffic Signal Proposed or Affected Analysis Software: Synchro v9, SimTraffic (if oversaturated) (Analysis software to be used, Results: HCM Methodology progression speed, cycle length) Improvement(s) Martinsburg Pike/Welltown Road Improvements Assumed or to be VDOT Project # 0011-034-R67, C501; 0661-034-799, M501; UPC 100547 / 94847 Considered This project is currently under construction and will be in place for all background/total traffic conditions. Traffic studies to be considered under year 2020 Build Year include: Rutherford Crossing (5,000 S.F. high turnover restaurant; 5,000 S.F. clinic; 30,000 S.F. grocery store), Graystone I.P. (525,000 S.F. office; 171,000 S.F. manufaturing/warehouse), Background Traffic Amoco Lane Property (80 room hotel; 5,600 S.F. retail; 3,500 S.F. fast-food with Studies Considered drive through), and Snowden Bridge (300 single-family homes). Traffic studies to be considered under year 2026 Design Year include those in year 2020 Build Year with the following additions: Graystone I.P. (787,000 S.F. office; 257,000 S.F. manufacturing/warehouse) and Snowden Bridge (600 single-family homes). Plan Submission ❑ GDP Master Development Plan (MDP) ® Generalized Development Plan P (GDP) ❑ Preliminary/Sketch Plan ❑ Other Plan type (Final Site, Subd. Plan) Additional Issues to be ® Queuing analysis [I Actuation/Coord i nation [I Weaving analysis Addressed E] Merge analysis ElBike/Ped Accommodations ® Intersection(s) ❑ TDM Measures ❑ Other NOTES on ASSUMPTIONS: Non -ITE trip generation rates will be used to estimate the Greystone I.P. trip generation, as directed by VDOT staff. It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. SCOPE OF WORD MEETING ADDITIONS TO THE REQUIRED ELEMENTS, CHANGES TO THE METHODOLOGY OR STANDARD ASSUMPTIONS, AND SIGNATURE PAGE Any additions to the Required Elements or changes to the Methodology or Standard Assumptions due to special circumstances that are approved by VDOT: AGREED: pplicant or Cons t PRINT NAME: AvOicant or Consultant DATE: 1011311-7 1 If SIGNED: —./� DATE: 1 1 VDOT Re resentative I If PRINT NAME: M T ,�M I � VDOT Representative SIGNED: Local Government Representative PRINT NAME: Local Government Representative DATE: m�- Morris Property Industrial Development October 2017 A S S 0 C IA T E -c N 861 81 OP 863 JESSICq LN QP F-732 862 F-732 661 SITE 839 O P CTIV 4 10, 37 WINCHESTER BYPASS 11 ITE ;,\\S Frederick County, Virginia irginia M—l" leve. Study intersections 0- Future Study Intersections Site Vicinity Map Figure Frederick County, Virginia A S S 0 C IA T E -c Morris Property Industrial Development October 2017 N KITTEU.S.-O... s a- z w Y 'T LU WT > M -WNEj of C> - a 6Nr . 1-- 1 L., tin (f) Lr) Uj LL w LL w 100 -YR FLOODPLAIN LU r wo M tm C0 LJ Ir 0 CD i Z) L 0 0 CD C9 0 z z 2 Q 2! b 0 z TRUCK COURT .7 0 < U 0 odc LU C U) 0 — , F- -i < ED 00 0 00 ED C' —j = = CL U- PROPOSED 369,000 SO, < CD FT. BUILDING O� -i LIJ (410' x 900) Uj < Cn 0 0 < PARKING < — - — -- — - — -- — . . .. . .. . . LU 0 co UJI 0 GRAPHIC SCALE 0 150 300 600 1; HEETNUIOBER ET (IFE300 )ft `%P-8 I inchN = - Proposed Site Plan Figure Developed by Dice Engineering, PLC (07/20/2017) 2 Frederick County, Virginia N KITTEU.S.-O... s Morris Property /ndustna/Oeve%pment N r 0 a 0 I 8 15% SITE 37 —_ WINCHESTER BYPASS CIVES LN - Proposed Trip Distribution XX% -- a --a-- N N a 2 �C / q KITTELSON r� "'! A 861 863 �C\ F� �o 11 tip�R� C' 862 o� ATG Lr 4I -N Ily JES81 661 838 4 October2017 11 Proposed Trip Distribution Figure Frederick County, Virginia 3 Morris Property Industrial Development - Trip Generation ITE Trip Gen 9t" Ed Appendi.- B M raf, C Coll pis Type of peak hour being reported: Intersection Peak Method for determinina oeak hour: Total Entering Volume Report generated on 9/25/2017 1:04 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LG%_"A'i I : W Lenoir Dr-- McGhee Rd C2r;- .+UP > 14512801 Winchester VA DATE- Tue, Sep 19 2017 0 o 0 0 o L Peak -Hour: 6:30 AM -- 7:30 AM Peak 15 -Min: 6:45 AM -- 7:00 AM 0.0 00 j * 4)j 4 0-0 00 00 1 285 « 0 � t' 0 � 417 #0 j 4 10.5 ~ 0.0 t 0.0 4. 9.4 96 [_-1 0.83 « 280 4_... 417 " a 10.7 110 14 : 41 * r 137 ~ 170 0 * r 37.3 7.1 41 * P 6.6 38.2 j * q�+J '`C,) " i- S. ai�i',.s 0.0 0.0 33.8 j 151 79 6- - - ..... ,,. *F 6.6 31.6 L ✓ j 4 0 ? ,., L 0 -],*M*, F 0 41 * g, 0 N LNA -, z 4. NA ~ '>. ~ NA r t NA 4 « NA 41 NA NA F j * 15 -Min Count Lenoir Dr Period (Northbound)_ Lenoir Dr (Southbound) McGhee Rd (Eastbound) McGhee Rd Total (Westbound) Hourly Totals Beginning At Left Thru Ri ht U Left Thru Right U Left Thru Right U Left Thru Right U 6:00 AM 0 0 10 0 0 0 0 0 0 16 0 0 18 32 0 0 76 615 AM 1 0 9 0 0 0 0 0 0 12 0 0 29 41 0 0 92 6 30 AM 0 0 13 0 __. — -- — _� - 0 0 0 0 0 25 2 0 _____._. — .-a- -0— 41 --- - _43 — 72 0 0 153 - _. 89— ___D_ 0 I_ 1t�3 - — 7:00 AM 1 0 29 0 7:15 AM _ 1 0 13 0, 0 0 0 0 0 0 _ 0 0 0 0 28 3 0 22 1 36 17 56 0 0 153 63 0 0 117 581 606 7:30 AM 7:45 AM 5 0 10 0 2 0 17 0 0 0 0 0 0 0 0 0 0 0 _ ._0 28 2 0 32 3 0 23 16 _I 80 0 0 85 0 0 148 155 - - 601 573 8:00 AM 8:15 AM 2 0 19 0 2 0 15 0 0 0 0 0 0 0 0 0 0 0 30 3 0 29 6 0 25 13 57 0 0 55 0 0 136 120 556 559 8:30 AM 8:45 AM 4 0 16 0 5 0 16 0 0 0 0 0 0 0 0 0 0 0 32 2 0 24 2 0 24 19 65 0 0 64 0 0 143 130 554 529 Peak 15 -Min _ Northbound c„uthbound d :":estb: u d Flowrates Left Thru Ri ht U Left _ Thru Ri ht U ___Eastboun_ Left Thru Ri ht 0: _ Left _ Thru Right U Total All Vehicles Heavy Trucks 12 0 76 0 0 0 20 0 0 0 0 0 0 0 0 0 84 32 0 1 32 4 172 0 356 0 0 16 0 732 72 Pedestrians Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I 0 0 0 0 Railroad [Stopped Buses Com, ,ernts: Report generated on 9/25/2017 1:04 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 Type of peak hour beinq reported: Intersection Peak Method for determining peak hour: Total Entering Volume Lenoir Dr-- McGhee Rd 0C JOR #: 14512802 Winchester, VA D c': Tue, Sep 19 2017 0 o 0 0 o 0 * L Peak -Hour: 4:00 PM -- 5:00 PM Pk 15 -Min: 4:30 PM -- 4:45 PM ea o 0 0.0 a t o.o 00 00 L .► i 4 122 « 0 't t 0« 154 « 1 i 4 t 27.9 0.0 0.0 33.8 276 ~ 0:66 « 109 ,,gam 98 + ~ 28.4 286 10 -4 h * & r 45 '+ 416 13 0 14 0 `" t alit Counts 10.8 ~ 40.0 _* + * r r 46.7 * 10.1 24 D.0 10.7 a * 55 153 - g 45.5 11-8 L 4 + 4 0 (fit' 0 0 J t 0 0 0 0 F 0 .� * �. 0 0 0 0 NA L T'M NA L r 1 t 4. �a,'✓ ~ I u. .� a 4 j - t NA NA NA �» . NA NA �a * F NA F 15 -Min Count Period Lenoir Dr (Northbound) Lenoir Dr (Southbound) McGhee Rd (Eastbound) McGhee Rd (Westbound) Total Hourly Totals Beginning At Left Thru Right U Left Ri ht U Left Thru Ri ht U Left Thru Right U - 4:00 PM 4:15 PM - _ 3 0 26 0 L 2 __O--___14 0 _ 0 0 _Th_ru 0 0 0 0 - 0 Cl 0 0 - - 65 5 0 62 2 0 13 12 _ 34 0 0 31 0 0 146 __123 _ -0- __]02 -Q -- Q- 13_ 4:45 PM-_ 3 0 24 0_-_ 0 0_ 0 47 3 0 24 0 0_ 108 — 593 5:00 PM 5 0 22 0 _ _0 0 0 0 0 _0 0 72 1 0 6 9 0 0 115 562 515 PM 3 0 21 0 0 0 0 0 0 46 0 0 8 14 0 0 92 531 5:30 PM 1 0 27 0 0 0 0 0 0 95 0 0 6 20 0 0 149 464 5:45 PM 0 0 8 0 0 0 0 0 0 24 0 0 9 11 0 0 52 408 6:00 PM 0 0 10 0 0 0 0 0 0 17 1 0 7 12 0 0 47 340 6:15 PM 2 0 13 0 0 0 0 0 0 19 0 0 12 11 0 0 57 305 6:30 PM 1 0 4 0 0 0 0 0 0 19 0 0 19 7 0 0 50 206 6:45 PM 0 0 24 0 0 0 0 0 0 14 0 0 19 14 0 0 71 225 Peak 15 -Min Flowrates _Northbound Left Thru Right U Southbound Eastbound Westbound Total Left Thru Right U Left Thru Right U Left Thru U All Vehicles 20 0 304 0 0 0 0 0 0 408 0 0 52 -Right 80 0 0 864 Heavy Trucks. 4 0 36 0 0 0 0 36 0 24 20 0 120 0 Pedestrians Bicycles 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Sted Buses FSto F- Report generated on 9/25/2017 1:04 PM SOURCE: Quality Counts, LLC (hftp://www-qualitycounts.net) 1-877-580-2212 VEHICLES TURNING MOVEMENT COUNT - SUMMARY Intersection of: Rte 661 (Welltown Road) and: Rte 861 (McGhee Road) Location: Frederick County, Virginia TRAFFIC FROM NORTH TRAFFIC FROM SOUTH on: Rte 661 (Welltown Road) on: Rte 661 (Welltown Road) TIME AM 6:00 - 6: 6:15 - 6: 6:30 - 6: 6:45 - 7: 7:00 - 7: 7:15 - 7:: 7:30 - 7i 7:45 - 8:1 8:00 - 8:' 8:15 - 8, 8:30 - 8, 8:45 - 9:C 9:00 - 9:1 9:15 - 92 9:30 - 9:4 9:45 - 10:1 10:00 - 10: 10:15 - 10: 10:30 - 10: 10:45 - 11: 11:00 -11: 11:15 -11:: 11:30 - 11: 11:45 - 12:1 12:00 - 12:' 12:15 -12:: 12:30 - 12, 12:45 -1:0 1:00 - 1:15 1:15 - 1:3C 1:30 -1:45 1:45 - 2:OC 2:00 -2:15 2:15 -2:30 2:30 - 2:45 2:45 - 3:00 3:00 - 3:15 3:15 -3:30 3:30 - 3:45 3:45 - 4:00 4:00 - 4:15 4:15 - 4:30 4:30 - 4:45 4:45 - 5:00 5:00- 5:15 5:15 - 5:30 5:30 - 5:45 5:45 - 6:00 2 Hr Totals 3 26 Thursday 29 10 i�r/711 Star Rating: 5 52 TRAFFIC FROM WEST TOTAL on: Rte 861 (McGhee Road) N + S 102 3 26 0 29 10 42 0 52 21 0 0 21 102 1 44 0 45 24 68 0 92 17 0 0 17 154 7 63 0 70 39 126 0 165 22 0 0 22 257 7 61 0 68 31 179 0 210 27 0 0 27 305 2 50 0 52 19 77 0 96 53 0 0 53 201 5 51 0 56 27 81 1 109 34 1 0 35 200 1 72 0 73 31 73 0 104 32 0 0 32 209 3 52 0 55 32 122 0 154 45 0 0 45 254 0 36 0 36 26 65 0 91 37 0 0 37 164 5 55 0 60 20 60 0 80 45 6 0 51 191 2 61 0 63 15 50 0 65 37 1 0 38 166 1 44 0 45 19 43 0 62 40 1 0 41 148. 1 30 0 31 25 24 0 49 33 1 0 34 114 0 30 0 30 9 29 0 38 31 2 0 33 101 3 34 0 37 21 45 0 66 20 0 0 20 123 1 26 0 27 12 36 0 48 51 1 0 52 127 0 31 -0 31 19 36 0 55 32 0 0 32 118 1 23 0 24 17 42 0 59 42 2 0 44 127 1 36 0 37 23 44 0 67 41 0 0 41 145 1 24 0 25 21 35 0 56 40 0 0 40 121 1 28 0 29 30 50 0 80 45 4 0 49 158 3 24 0 - 27 26 50 0 76 56 4 0 60 163 1 36 0 37 23 63 0 86 73 1 0 74 197 1 32 0 33 24 66 0 90 61 1 0 62 185 0 37 0 37 42 38 0 80 67 1 0 68 185 2 30 0 32 23 54 0 77 56 2 0 58 167 1 30 0 31 28 54 1 83 65 2 0 67 181 1 30 0 31 27 59 0 86 47 0 0 47 164 2 24 0 26 35 71 0 106 59 1 0 60 192 2 33 0 35 40 56 0 96 48 1 0 49 180 0 30 0 30 31 59 0 90 45 3 0 48 168 4 32 0 36 27 56 0 83 41 0 0 41 160 2 27 0 29 29 52 0 81 48 0 0 48 158 2 32 0 34 36 41 0 77 52 3 0 55 166 1 28 0 29 32 33 0 65 85 4 0 89 183 1 34 0 35 37 50 0 87 47 2 0 49 171 1 26 0 27 44 52 0 96 69 7 0 76 199 3 28 0 31 32 44 1 77 64 6 0 70 178 0 56 0 56 43 34 0 77 85 4 0 89 222 1 32 0 33 67 36 0 103 57 2 0 59 195 2 28 0 30 57 28 0 85 105 6 0 111 226 1 36 0 37 52 32 1 85 64 4 0 68 190 3 35 0 38 57 26 0 83 104 7 0 111 232 1 37 0 38 78 17 0 95 78 0 0 78 211 0 40 0 40 71 15 0 86 101 5 0 106 232 1 29 0 30 84 7 0 91 50 1 0 51 172 0 43 0 43 77 17 0 94 106 3 0 109 246 1 42 0 43 73 20 0 93 44 3 0 47 183 83 1768 0 0 1851 0 1665 2457 4 4126 2522 0 92 0 2614 8591 1 Hr Totals 6:00-7:00 18 194 0 0 212 0 104 415 0 519 87 0 0 0 87 818 6:15-7:15 17 218 0 0 235 0 113 450 0 563 119 0 0 0 119 917 6:30-7:30 21 225 0 0 246 0 116 463 1 580 136 0 1 0 137 963 645-745 15 234 0 0 249 0 108 410 1 519 146 0 1 0 147 915 700-800 11 225 0 0 236 0 109 353 1 463 164 0 1 0 165 864 7:15 - 8:15 9 211 0 0 220 0 116 341 1 458 148 0 1 0 149 827 7:30-8:30 9 215 0 0 224 0 109 320 0 429 159 0 6 0 165 818 745-845 10 204 0 0 214 0 93 297 0 390 164 0 7 0 171 775 800-900 8 196 0 0 204 0 80 218 0 298 159 0 8 0 167 669 8:15 - 9:15 9 190 0 0 199 0 79 177 0 256 155 0 9 0 164 619 830-930 4 165 0 0 169 0 68 146 0 214 141 0 5 0 146 529 8:45 - 9:45 5 138 0 0 143 0 74 141 0 215 124 0 4 0 128 486 300-1000 5 120 0 0 125 0 67 134 0 201 135 0 4 0 139 465 315-1015 4. 121 0 0 125 0 61 146 0 207 134 0 3 0 137 469 330-1030 5 114 0 0 119 0 69 159 0 228 145 0 3 0 148 495 )45-1045 3 116 0 0 119 0 71 158 0 229 166 0 3 0 169 517 0:00-11:00 3 114 0 0 117 0 80 157 0 237 155 0 2 0 157 511 0:15-11:15 4 111 0 0 115 0 91 171 0 262 168 0 6 0 174 551 030-11:30 6 112 0 0 118 0 100 179 0 279 182 0 8 0 190 587 045-1145 6 112 0 0 118 0 100 198 0 298 214 0 9 0 223 639 1:00-12:00 6 120 0 0 126 0 103 229 0 332 235 0 10 0 245 703 1:15-12:15 5 129 0 0 134 0 115 217 0 332 257 0 7 0 264 730 1:30 -12:30 4 135 0 0 139 0 112 221 0 333 257 0 5 0 262 734 1:45 -12:45 4 129 0 0 133 0 117 212 1 330 249 0 6 0 255 718 2:00-100 4 127 0 0 131 0 120 205 1 326 235 0 5 0 240 697 2:15-1:15 6 114 0 0 120 0 113 238 1 352 227 0 5 0 232 704 2:30-1:30 6 117 0 0 123 0 130 240 1 371 219 0 4 0 223 717 245-145 5 117 0 0 122 0 133 245 0 378 199 0 5 0 204 704 100-200 8 119 0 0 127 0 133 242 0 375 193 0 5 0 198 700 1:15-2:15 8 122 0 0 130 0 127 223 0 350 182 0 4 0 186 666 1:30-2:30 8 121 0 0 129 0 123 208 0 331 186 0 6 0 192 652 1:45 - 2:45 9 119 0 0 128 0 124 182 0 306 226 0 7 0 233 667 2:00 - 3:00 6 121 0 0 127 0 134 176 0 310 232 0 9 0 241 678 2:15-3:15 5 120 0 0 125 0 149 176 0 325 253 0 16 0 269 719 2:30 - 3:30 6 116 0 0 122 0 145 179 1 325 265 0 19 0 284 731 2:45 - 3:45 5 144 0 0 149 0 156 180 1 337 265 0 19 0 284 770 3:00-4:00 5 142 0 0 147 0 186 166 1 353 275 0 19 0 294 794 315-415 6 144 0 0 150 0 199 142 1 342 311 0 18 0 329 821 330-430 4 152 0 0 156 0 219 130 1 350 311 0 16 0 327 833 345-445 7 131 0 0 138 0 233 122 1 356 330 0 19 0 349 843 F:00-5:00 7 136 0 0 143 0 244 103 1 348 351 0 17 0 368 859 1:15 - 5:15 5 148 0 0 153 0 258 90 1 349 347 0 16 0 363 865 1:30-5:30 5 141 0 0 146 0 290 65 0 355 333 0 13 0 346 847 1:45-5:45 2 149 0 0 151 0 310 56 0 366 335 0 9 0 344 861 i:00-6:00 2 154 0 0 156 0 305 59 0 364 301 0 12 0 313 833 =AK HOUR TOTALS TURNING MOVEMENT COUNT - SUMMARY Intersection of: Welitown Road -Amoco Lane and: US 11 Location: Winchester, Virginia Counted by: VCU Date: May 17, 2016 Weather: Light Rain, Cool Entered by: ARG r�/y L IIJP Tuesday �jr/fJ G/�4) Star Rating: 4 TRAFFIC FROM NORTH TRAFFIC FROM SOUTH TRAFFIC FROM EAST TRAFFIC FROM WEST TOTAL on: Welitown Road on: Amoco Lane on: US 11 on: US N N + S TIME RIGHT THRU LEFT U-TN TOTAL RIGHT THRU LEFT U-TN TOTAL RIGHT THRU LEFT U-TN TOTAL RIGHT THRU LEFT U-TN TOTAL E + W AM 7:00-7:15 66 7 66 0 139 3 8 5 0 16 47 226 7 3 283 15 208 41 0 264 702 7:15 - 7:30 53 5 45 0 103 6 2 6 0 14 53 277 7 2 339 13 286 51 0 350 806 7:30-7:45 72 1 51 0 124 2 2 7 1 12 57 281 5 3 346 15 291 65 0 371 853 7:45-8:00 63 4 44 0 111 6 9 3 1 19 76 314 13 0 403 16 340 58 0 414 947 8:00-8:15 52 7 47 0 106 6 13 6 0 25 31 245 10 2 288 15 244 46 0 305 724 8:15-8:30 52 0 41 0 93 3 7 3 0 13 37 242 3 0 282 18 242 49 0 309 697 8:30 - 8:45 42 2 55 0 99 4 0 2 0 6 32 249 11 4 296 4 222 46 1 273 674 8:45 - 9:00 35 2 39 0 76 1 1 7 0 9 32 251 7 5 295 8 219 50 0 277 657 9:00-9:15 31 3 42 0 76 5 3 6 0 14 39 252 8 3 302 10 192 36 1 239 631 9:15-9:30 33 3 56 0 92 7 1 7 0 15 39 179 5 6 229 8 190 35 1 234 570 9:30-9:45 32 3 48 0 83 8 5 6 0 19 36 220 5 6 267 14 191 42 0 247 616 9:45 - 10:00 45 4 67 0 116 14 2 2 0 18 34 199 7 7 247 9 198 34 0 241 622 10:00 - 10:15 36 4 32 0 72 7 5 6 0 18 33 218 7 4 262 10 179 22 0 211 563 10:15-10:30 44 3 35 0 82 7 1 5 0 13 25 191 4 4 224 10 197 37 0 244 563 10:30-10:45 32 2 39 0 73 4 4 4 0 12 24 191 10 0 225 14 198 21 0 233 543 10:45-11:00 34 1 41 0 76 5 4 4 0 13 25 174 7 2 208 16 200 37 0 253 550 11:00 -11:15 29 6 42 0 77 4 2 6 0 12 43 231 7 4 285 19 201 27 1 248 622 11:15-11:30 42 5 57 0 104 8 6 3 0 17 30 215 5 2 252 8 224 43 2 277 650 11:30-11:45 51 5 28 0 84 5 7 3 0 15 46 219 6 1 272 20 233 45 2 300 671 11:45-12:00 39 3 55 0 97 8 2 4 0 14 38 216 14 5 273 8 230 40 6 284 668 12:00-12:15 45 3 43 0 91 14 6 12 0 32 42 218 8 3 271 18 236 37 1 292 686 12:15-12:30 53. 5 52 0 110 19 3 11 0 33 44 231 11 7 293 23 250 36 4 313 749 12:30-12:45 52 1 57 0 110 19 7 6 0 32 42 263 5 9 319 16 234 42 1 293 754 12:45 -1:00 57 0 50 0 107 13 6 9 0 28 53 237 11 3 304 22 212 48 3 285 724 1:00 - 1:15 29 5 43 0 77 17 4 8 0 29 50 211 9 1 271 11 233 43 4 291 668 1:15-1:30 58 3 57 0 118 21 2 6 0 29 38 235 5 3 281 14 235 45 1 295 723 1:30-1:45 35 4 40 0 79 14 5 8 0 27 43 226 7 2 278 18 216 49 0 283 667 1:45-2:00 41 3 50 0 94 10 2 5 0 17 41 230 6 3 280 13 203 39 1 256 647 2:00-2:15 40 2 44 0 86 17 3 10 0 30 39 248 3 6 296 20 230 38 1 289 701 2:15-2:30 46 4 38 0 88 18 5 6 0 29 44 255 7 5 311 14 241 37 0 292 720 2:30-2:45 86 1 52 0 139 17 1 6 0 24 46 300 8 4 358 19 257 41 1 318 839 2:45-3:00 53 2 60 0 115 14 4 11 0 29 35 258 7 3 303 19 234 50 0 303 750 3:00-3:15 43 1 55 0 99 17 6 7 0 30 47 273 6 3 329 30 317 47 0 394 852 3:15-3:30 48 1 47 0 96 18 8 7 0 33 44 252 12 2 310 15 281 40 1 337 776 3:30-3:45 88 5 68 0 161 23 3 7 0 33 57 306 9 2 374 19 341 44 0 404 972 3:45-4:00 67 4 61 0 132 29 4 8 0 41 51 322 9 4 386 19 282 38 1 340 899 4:00 - 4:15 65 0 68 0 133 21 4 6 1 32 40 309 7 1 357 15 334 31 2 382 904 4:15-4:30 48 1 53 0 102 20 3 7 0 30 38 278 13 1 330 17 310 36 0 363 825 4:30-4:45 95 0 74 0 169 12 9 6 1 28 45 298 10 2 355 19 383 48 2 452 1004 4:45-5:00 63 2 52 0 117 18 2 12 0 32 65 298 9 3 375 20 359 46 0 425 949 5:00-5:15 83 5 80 0 168 23 4 5 0 32 30 304 9 0 343 26 380 43 0 449 992 5:15-5:30 50 4 56 . 0 110 26 6 8 0 40 28 294 6 4 332 18 421 48 2 489 971 5:30-5:45 71 7 63 0 141 17 3 11 0 31 45 258 13 0 316 21 319 30 0 370 858 5:45-6:00 39 6 53 0 98 9 6 6 0 21 47 290 5 0 342 11 224 36 0 271 732 6:00-6:15 40 1 40 - 0 81 4 1 3 0 8 28 272 10 4 314 14 222 36 0 272 675 6:15-6:30 31 1 41 0 73 3 3 6 0 12 40 275 5 4 324 15 203 29 0 247 656 6:30-6:45 33 3 30 0 66 8 5 4 0 17 30 201 16 5 252 14 154 33 1 202 537 6:45 - 7:00 23 1 35 0 59 3 6 4 0 13 26 191 1 2 220 11 168 36 2 217 509 2 Hr Totals 2365 145 2392 0 4902 557 205 300 4 1066 1955 11923 375 149 14402 741 11964 1951 42 14698 35068 I Hr Totals 7:00-8:00 254 17 206 0 477 17 21 21 2 61 233 1098 32 8 1371 59 1125 215 0 1399 3308 7:15-8:15 240 17 187 0 444 20 26 22 2 70 217 1117 35 7 1376 59 1161 220 0 1440 3330 7:30-8:30 239 12 183 0 434 17 31 19 2 69 201 1082 31 5 1319 64 1117 218 0 1399 3221 745-845 209 13 187 0 409 19 29 14 1 63 176 1050 37 ,6 1269 53 1048 199 1 1301 3042 8:00-9:00 181 11 182 0 374 14 21 18 0 53 132 987 31 11 1161 45 927 191 1 1164 2752 8:15-9:15 160 7 177 0 344 13 11 18 0 42 140 994 29 12 1175 40 875 181 2 1098 2659 8:30-9:30 141 10 192 0 343 17 5 22 0 44 142 931 31 18 1122 30 823 167 3 1023 2532 8:45-9:45 131 11 185 0 327 21 10 26 0 57 146 902 25 20 1093 40 792 163. 2 997 2474 9:00-10:00 141 13 213 0 367 34 11 21 0 66 148 850 25 22 1045 41 771 147 2 961 2439 9:15-10:15 146 14 203 0 363 36 13 21 0 70 142 816 24 23 1005 41 758 133 1 933 2371 9:30-10:30 157 14 182 0 353 36 13 19 0 68 128 828 23 21 1000 43 765 135 0 943 2364 9:45-10:45 157 13 173 0 343 32 12 17 0 61 116 799 28 15 958 43 772 114 0 929 2291 10:00-11:00 146 10 147 0 303 23 14 19 0 56 107 774 28 10 919 50 774 117 0 941 2219 10:15-11:15 139 12 157 0 308 20 11 19 0 50 117 787 28 10 942 59 796 122 1 978 2278 1030-1130 137 14 179 0 330 21 16 17 0 54 122 811 29 8 970 57 823 128 3 1011 2365 10:45-11:45 156 17 168 0 341 22 19 16 0 57 144 839 25 9 1017 63 858 152 5 1078 2493 11:00-12:00 161 19 182 0 362 25 17 16 0 58 157 881 32 12 1082 55 888 155 11 1109 2611 11:15-12:15 177 16 183 0 376 35 21 22 0 78 156 868 33 11 1068 54 923 165 11 1153 2675 11:30-12:30 188 16 178 0 382 46 18 30 0 94 170 884 39 16 1109 69 949 158 13 1189 2774 11:45-12:45 189 12 207 0 408 60 18 33 0 111 166 928 38 24 1156 65 950 155 12 1182 2857 1200--1:00 207 9 202 0 418 65 22 38 0 125 181 949 35 22 1187 79 932 163 9 1183 2913 12:15-1:15 191 11 202 0 404 68 20 34 0 122 189 942 36 20 1187 72 929 169 12 1182 2895 12:30-1:30 196 9 207 0 412 70 - 19 29 0 118 183 946 30 16 1175 63 914 178 9 1164 2869 12:45-1:45 179 12 190 0 381 65 17 31 0 113 184 909 32 9 1134 65 896 185 8 1154 2782 1:00-2:00 163 15 190 0 368 62 13 27 0 102 172 902 27 9 1110 56 887 176 6 1125 2705 1:15-215 174 12 191 0 377 62 12 29 0 103 161 939 21 14 1135 65 884 171 3 1123 2738 130-2:30 162 13 172 0 347 59 15 29 0 103 167 959 23 16 1165 65 890 163 2 1120 2735 145-245 213 10 184 0 407 62 11 27 0 100 170 1033 24 18 1245 66 931 155 3 1155 2907 2:00-3:00 225 9 194 0 428 66 13 33 0 112 164 1061 25 18 1268 72 962 166 2 1202 3010 2:15-3:15 228 8 205 0 441 66 16 30 0 112 172 1086 28 15 1301 82 1049 175 1 1307 3161 2:30-3:30 230 5 214 0 449 66 19 31 0 116 172 1083 33 12 1300 83 1089 178 2 1352 3217 2:45-3:45 232 9 230 0 471 72 21 32 0 125 183 1089 34 10 1316 83 1173 181 1 1438 3350 3:00-4:00 246 11 231 0 488 87 21 29 0 137 199 1153 36 11 1399 83 1221 169 2 1475 3499 315-4:15 268 10 244 0 522 91 19 28 1 139 192 1189 37 9 1427 68 1238 153 4 1463 3551 3:30-4:30 268 10 250 0 528 93 14 28 1 136 186 1215 38 8 1447 70 1267 149 3 1489 3600 3:45-4:45 275 5 256 0 536 82 20 27 2 131 174 1207 39 8 1428 70 1309 153 5 1537 3632 4:00-5:00 271 3 247 0 521 71 18 31 2 122 188 1183 39 7 1417 71 1386 161 4 1622 3682 4:15-515 289 8 259 0 556 73 18 30 1 122 178 1178 41 6 1403 82 1432 173 2 1689 3770 4:30-5:30 291 11 262 0 564 79 21 31 1 132 168 1194 34 9 1405 83 1543 185 4 1815 3916 4:45-5:45 267 18 251 0 536 84 15 36 0 135 168 1154 37 7 1366 85 1479 167 2 1733 3770 5:00-6:00 243 22 252 0 517 75 19 30 0 124 150 1146 33 4 1333 76 1344 157 2 1579 3553 5:15-6:15 200 18 212 0 430 56 16 28 0 100 148 1114 34 8 1304 64 1186 150 2 1402 3236 5:30-6:30 181 15 197 0 393 33 13 26 0 72 160 1095 33 8 1296 61 968 131 0 1160 2921 5:45-6:45 143 11 164 0 318 24 15 19 0 58 145 1038 36 13 1232 54 803 134 1 992 2600 6:00-7:00 127 6 146 0 279 18 15 17 0 50 124 939 32 15 1110 54 747 134 3 938 2377 PEAK HOUR TOTALS TURNING MOVEMENT COUNT - SUMMARY Intersection of: 1-81 SS Ramps (Exit 317) and: Martinsburg Pike Location: Winchester,Virginia Counted by: VCU Date: May 17, 2016 Weather: Rainy/Cool Entered by: AW k��(,7 Tuesday lj/ (j Star Rating: 2 TRAFFIC FROM NORTH TRAFFIC FROM SOUTH TRAFFIC FROM EAST TRAFFIC FROM WEST TO on: 1-81 SB Off Ramp on: I-81 SB On Ramp on: Martinsburg Pike on: Martinsburg Pike N TIME RIGHT THRU LEFT U -TN TOTAL RIGHT THRU LEFT U -TN TOTAL RIGHT THRU LEFT U -TN TOTAL RIGHT THRU LEFT U TN TOTAL E! AM 7:00-7:15 111 0 10 0 121 0 192 27 0 219 124 151 0 275 615 7:15-7:30 140 0 12 0 152 0 218 36 0 254 135 189 0 324 730 7:30-7:45 155 0 9 0 164 0 260 51 0 311 168 179 0 347 822 7:45 -8:00 127 0 6 0 133 0 281 61 0 342 149 239 0 388 863 8:00-8:15 103 -0 11 0 114 0 222 50 0 272 133 204 0 337 723 8:15-8:30 102 0 5 0 107 0 235 28 0 263 120 177 0 297 667 8:30-8:45 108 0 8 0 116 0 194 42 0 236 133 146 0 279 631 8:45-9:00 98 0 6 0 104 0 209 36 0 245 123 167 0 290 639 9:00-9:15 74 0 7 0 81 0 206 33 0 239 87 139 0 226 546 9:15-9:30 67 0 7 0 74 0 202 37 0 239 106 161 0 267 580 9:30-9:45 85 0 4 0 89 0 165 32 0 197 112 164 0 276 562 9:45-10:00 79 0 6 0 85 0 187 29 0 216 123 164 0 287 588 10:00-10:15 94 0 5 0 99 0 164 34 0 198 100 131 0 231 528 10:15-10:30 69 0 6 0 75 0 188 44 0 232 78 153 0 231 538 10:30-10:45 71 0 2 0 73 0 169 39 0 208 91 176 0 267 548 10:45-11:00 55 0 13 0 68 0 181 42 0 223 91 156 0 247 538 11:00-11:15 72 1 2 0 75 0 211 49 0 260 101 178 0 279 614 11:15-11:30 63 0 8 0 71 0 214 45 1 260 94 194 1 289 620 11:30-11:45 62 0 4 0 66 0 223 52 1 276 99 196 0 295 637 11:45-12:00 72 0 2 0 74 0 236 44 0 280 99 186 0 285 639 12:00-12:15 46 0 7 0 53 0 225 47 0 272 103 211 0 314 639 12:15-12:30 75 0 6 0 81 0 244 49 0 293 79 200 0 279 653 12:30-12:45 68 0 11 0 79 0 273 63 0 336 95 223 0 318 733 12:45-1:00 66 0 7 0 73 0 263 59 1 323 88 175 0 263 659 1:00 -1:15 72 0 8 0 80 0 206 60 0 266 93 201 0 294 640 1:15-1:30 71 0 5 0 76 0 259 50 1 310 94 202 0 296 682 1:30 -1:45 71 0 12 0 83 0 229 47 0 276 97 197 0 294 653 1:45 - 2:00 79 0 8 0 87 0 239 56 0 295 86 156 0 242 624 2:00-2:15 70 0 8 0 78 0 218 30 0 248 120 189 0 309 635 2:15-2:30 71 1 7 0 79 0 248 41 0 289 105 177 0 282 650 2:30 - 2:45 84 0 4 0 88 0 270 48 0 318 102 216 0 318 724 2:45 - 3:00 83 0 5 0 88 0 264 38 0 302 93 214 0 307 697 3:00-3:15 85 0 6 0 91 0 265 46 0 311 131 270 0 401 803 3:15-3:30 80 0 7 0 87 0 240 50 0 290 106 226 0 332 709 3:30 - 3:45 99 0 6 0 105 0 299 62 1 362 148 284 0 432 899 3:45 - 4:00 78 0 9 0 87 0 303 62 1 366 132 237 0 369 822 4:00-4:15 86 0 9 0 95 0 299 76 0 375 111 276 1 388 858 4:15-4:30 65 0 9 0 74 0 300 39 0. 339 125 251 0 376 789 4:30-4:45 74 1 3 0 78 0 307 70 0 377 152 285 0 437 892 4:45-5:00 94 0 8 0 102 0 326 49 0 375 144 281 0 425 902 5:00 - 5:15 111 0 10 0 121 0 270 62 0 332 150 291 0 441 894 5:15-5:30 93 0 12 0 105 0 252 46 0 298 135 378. 4 517 920 5:30-5:45 60 1 7 0 68 0 283 61 1 345 125 305 0 430 843 5:45-6:00 88 0 6 0 94 0 293 45 1 339 104 204 0 308 741 6:00-6:15 58 0 9 0 67 0 262 37 0 299 117 183 0 300 666 6:15-6:30 67 0 13 0 80 0 260 53 1 314 79 183 0 262 656 6:30-6:45 54 0 4 0 58 0 199 38 0 237 68 129 0 197 492 6:45 - 7:00 33 0 3 0 36 0 208 55 0 263 59 153 0 212 511 12 Hr Totals 3888 4 342 0 4234 0 0 0 0 0 0 11461 2250 9 13720 5307 9747 0 6 15060 1 33014 I Hr Totals 700-8:00 533 0 37 0 570 0 0 0 0 0 0 951 175 0 1126 576 758 0 0 1334 3030 715-815 525 0 38 0 563 0 0 0 0 0 0 981 198 0 1179 585 811 0 0 1396 3138 730-830 487 0 31 0 518 0 0 0 0 0 0 998 190 0 1188 570 799 0 0 1369 3075 7:45-8:45 440 0 30 0 470 0 0 0 0 0 0 932 181 0 1113 535 766 0 0 1301 2884 8:00-9:00 411 0 30 0 441 0 0 0 0 0 0 860 156 0 1016 509 694 0 0 1203 2660 8:15-9:15 382 0 26 0 408 0 0 0 0 0 0 844 139 0 983 463 629 0 0 1092 2483 830-930 347 0 28 0 375 0 0 0 0 0 0 811 148 0 959 449 613 0 0 1062 2396 845-945 324 0 24 0 348 0 0 0 0 0 0 782 138 0 920 428 631 0 0 1059 2327 900-1000 305 0 24 0 329 0 0 0 0 0 0 760 131 0 891 428 628 0 0 1056 2276 9:15-10:15 325 0 22 0 347 0 0 0 0 0 0 718 132 0 850 441 620 0 0 1061 2258 9:30-10:30 327 0 21 0 348 0 0 0 0 0 0 704 139 0 843 413 612 0 0 1025 2216 9:45-10:45 313 0 19 0 332 0 0 0 0 0 0 708 146 0 854 392 624 0 0 1016 2202 10:00-11:00 289 0 26 0 315 0 0 0 0 0 0 702 159 0 861 360 616 0 0 976 2152 10:15-11:15 267 1 23 0 291 0 0 0 0 0 0 749 174 0 923 361 663 0 0 1024 2238 10:30-11:30 261 1 25 0 287 0 0 0 0 0 0 775 175 1 951 377 704 0 1 1082 2320 10:45-11:45 252 1 27 0 280 0 0 0 0 0 0 829 188 2 1019 385 724 0 1 1110 2409 11:00-12:00 269 1 16 0 286 0 0 0 0 0 0 884 190 2 1076 393 754 0 1 1148 2510 11:15-12:15 243 0 21 0 264 0 0 0 0 0 0 898 188 2 1088 395 787 0 1 1183 2535 1130-12:30 255 0 19 0 274 0 0 0 0 0 0 928 192 1 1121 380 793 0 0 1173 2568 1145-1245 261 0 26 0 287 0 0 0 0 0 0 978 203 0 1181 376 820 0 0 1196 2664 12:00-1:00 255 0 31 0 286 0 0 0 0 0 0 1005 218 1 1224 365 809 0 0 1174 2684 12:15-1:15 281 0 32 0 313 0 0 0 0 0 0 986 231 1 1218 355 799 0 0 1154 2685 12:30-1:30 277 0 31 0 308 0 0 0 0 0 0 1001 232 2 1235 370 801 0 0 1171 2714 12:45-1:45 280 0 32 0 312 0 0 0 0 0 0 957 216 2 1175 372 775 0 0 1147 2634 1:00-2:00 293 0 33 0 326 0 0 0 0 0 0 933 213 1 1147 370 756 0 0 1126 2599 1:15-215 291 0 33 0 324 0 0 0 0 0 0 945 183 1 1129 397 744 0 0 1141 2594 130-230 291 1 35 0 327 0 0 0 0 0 0 934 174 0 1108 408 719 0 0 1127 2562 145-245 304 1 27 0 332 0 0 0 0 0 0 975 175 0 1150 413 738 0 0 1151 2633 200-300 308 1 24 0 333 0 0 0 0 0 0 1000 157 0 1157 420 796 0 0 1216 2706 2:15-3:15 323 1 22 0 346 0 0 0 0 0 0 1047 173 0 1220 431 877 0 0 1308 2874 2:30-3:30 332 0 22 0 354 0 0 0 0 0 0 1039 182 0 1221 432 926 0 0 1358 2933 2:45-3:45 347 0 24 0 371 0 0 0 0 0 0 1068 196 1 1265 478 994 0 0 1472 3108 3:00-4:00 342 0 28 0 370 0 0 0 0 0 0 1107 220 2 1329 517 1017 0 0 1534 3233 3:15-4:15 343 0 31 0 374 0 0 0 0 0 0 1141 250 2 1393 497 1023 0 1 1521 3288 3:30-4:30 328 0 33 0 361 0 0 0 0 0 0 1201 239 2 1442 516 1048 0 1 1565 3368 345-445 303 1 30 0 334 0 0 0 0 0 0 1209 247 1 1457 520 1049 0 1 1570 3361 4:00-500 319 1 29 0 349 0 0 0 0 0 0 1232 234 0 1466 532 1093 0 1 1626 3441 415-515 344 1 30 0 375 0 0 0 0 0 0 1203 220 0 1423 571 1108 0 0 1679 3477 4:30-5:30 372 1 33 0 406 0 0 0 0 0 0 1155 227 0 1382 581 1235 0 4 1820 3608 4:45-545 358 1 37 0 396 0 0 0 0 0 0 1131 218 1 1350 554 1255 0 4 1813 3559 5:00-6:00 352 1 35 0 388 0 0 0 0 0 0 1098 214 2 1314 514 1178 0 4 1696 3398 5:15-6:15 299 1 34 0 334 0 0 0 0 0 0 1090 189 2 1281 481 1070 0 4 1555 3170 5:30-6:30 273 1 35 0 309 0 0 0 0 0 0 1098 196 3 1297 425 875 0 0 1300 2906 5:45-6:45 267 0 32 0 299 0 0 0 0 0 0 1014 173 2 1189 368 699 0 0 1067 2555 6:00-7:00 212 0 29 0 241 0 0 0 0 0 0 929 183 1 1113 323 648 0 0 971 2325 PEAK HOUR CARS TURNING MOVEMENT COUNT - SUMMARY Intersection of: I-81 NB Off Ramp (Exit 317) and: Martinsburg Pike Location: Winchester,Virginia Counted by: VCU Dater May 17, 2016 Weather: Rainy/Cool Entered by: AW �,!!�( Tuesday Star Rating: 5 TRAFFIC FROM NORTH TRAFFIC FROM SOUTH TRAFFIC FROM EAST TRAFFIC FROM WEST TOTAI TIME on: on: 1-81 NB Off Ramp on: Martinsburg Pike on: Martinsburg Pike N + S RIGHT THRU LEFT U-TN TOTAL RIGHT THRU LEFT U-TN TOTAL RIGHT THRU LEFT U-TN TOTAL RIGHT THRU LEFT U-TN TOTAL + E W AM 7:00-7:15 0 43 78 0 121 113 0 0 113 0 168 0 168 402 7:15-7:30 0 47 93 0 140 153 0 0 153 0 181 0 181 474 7:30 - 7:45 0 42 118 0 160 178 0 0 178 0 208 0 208 546 7:45-8:00 0 65 106 0 171 199 0 0 199 0 199 0 199 569 8:00-8:15 0 38 81 0 119 138 0 0 138 0 202 1 203 460 8:15-8:30 0 46 82 0 128 153 0 0 153 0 162 0 162 443 8:30-8:45 0 50 75 0 125 145 0 0 145 0 126 1 127 397 8:45 - 9:00 0 32 75 0 107 142 0 0 142 0 169 0 169 418 9:00-9:15 0 33 76. 0 109 156 0 0 156 0 128 0 128 393 9:15-9:30 0 35 66 0 101 126 0 0 126 0 158 0 158 385 9:30-9:45 0 37 54 0 91 125 0 0 125 0 144 0 144 360 9:45-10:00 0 37 61 0 98 110 0 0 110 0 158 0 158 366 10:00-10:15 0 42 62 0 104 134 0 0 134 0 114 1 115 353 10:15-10:30 0 44 64 0 108 1.28 0 0 128 0 152 2 154 390 10:30-10:45 0 44 65 0 109 124 0 0 124 0 159 2 161 394 10:45-11:00 0 44 69 0 113 135 0 0 135 0 163 1 164 412 11:00-11:15 0 37 67 0 104 163 0 0 163 1 155 0 156 423 11:15 -11:30 0 38 59 0 97 169 0 0 169 0 198 0 198 464 11:30-11:45 0 43 63 0 106 165 0 0 165 0 174 1 175 446 11:45-12:00 0 58 72 0 130 158 0 0 158 0 178 0 178 466 12:00-12:15 0 66 77 0 143 169 0 0 169 1 203 1 205 517 12:15-12:30 0 65 73 0 138 174 0 0 174 0 230 0 230 542 12:30-12:45 0 66 87 0 153 216 0 0 216 0 209 0 209 578 12:45-1:00 0 63 72 0 135 200 0 0 200 0 176 0 176 511 1:00-1:15 0 55 78 0 133 173 0 0 173 0 195 2 197 503 1:15-1:30 0 49 82 0 131 185 0 0 185 0 200 2 202 518 1:30-1:45 0 67 84 0 151 155 0 0 155 0 179 0 179 485 1:45-2:00 0 49 84 0 133 167 0 0 167 0 165 0 165 465 2:00-2:15 0 46 101 0 147 142 0 0 142 0 164 1 165 454 2:15-2:30 0 54 96 0 150 157 0 0 157 0 191 0 191 498 2:30-2:45 0 55 127 0 182 191 0 0 191 0 209 0 209 582 2:45-3:00 0 54 111 0 165 140 0 0 140 0 231 1 232 537 3:00-3:15 0 49 99 0 148 176 0 0 176 0 260 0 260 584 3:15 - 3:30 0 54 118 0 172 156 0 0 156 0 220 0 220 548 3:30-3:45 0 70 138 0 208 225 0 0 225 0 270 0 270 703 3:45-4:00 0 67 132 0 199 190 0 0 190 0 242 2 244 633 4:00-4:15 0 65 118 0 183 228 0 0 228 0 274 1 275 686 4:15-430 0 68 149 0 217 178 0 0 178 0 252 0 252 647 4:30-4:45 0 74 115 0 189 230 0 0 230 0 293 2 295 714 4:45-5:00 0 59 152 0 211 205 0 0 205 0 287 0 287 703 5:00 -5 15 0 68 115 0 183 201 0 0 201 0 330 0 330 714 5:15-5:30 0 92 102 0 194 181 0 0 181 0 368 2 370 745 5:30-5:45 0 72 112 0 184 206 0 0 206 0 304 0 304 694 5:45-6:00 0 79 124 0 203 199 0 0 199 0 204 0 204 606 6:00 - 6:15 0 56 110 0 166 196 0 0 196 0 192 0 192 554 6:15-6:30 0 71 113 0 184 179 0 0 179 0 181 0 181 544 630-6:45 0 52 94 0 146 160 0 0 160 0 132 0 132 438 6:45-7:00 0 63 69 0 132 162 0 0 162 0 159 0 159 453 12 Hr Totals 0 0 0 0 0 2603 0 4418 0 7021 0 8055 0 0 8055 2 9616 0 23 9641 24717 I Hr Totals 7:00-8:00 0 0 0 0 0 197 0 395 0 592 0 643 0 0 643 0 756 0 0 756 1991 7:15-8:15 0 0 0 0 0 192 0 398 0 590 0 668 0 0 668 0 790 0 1 791 2049 7:30-8:30 0 0 0 0 0 191 0 387 0 578 0 668 0 0 668 0 771 0 1 772 2018 7:45-8:45 0 0 0 0 0 199 0 344 0 543 0 635 0 0 635 0 689 0 2 691 1869 800-900 0 0 0 0 0 166 0 313 0 479 0 578 0 0 578 0 659 0 2 661 1718 8:15 - 9:15 0 0 0 0 0 161 0 308 0 469 0 596 0 0 596 0 585 0 1 586 1651 8:30 - 9:30 0 0 0 0 0 150 0 292 0 442 0 569 0 0 569 0 581 0 1 582 1593 8:45-9:45 0 0 0 0 0 137 0 271 0 408 0 549 0 0 549 0 599 0 0 599 1556 9:00 - 10:00 0 0 0 0 0 142 0 257 0 399 0 517 0 0 517 0 588 0 0 588 1504 9:15-10:15 0 0 0 0 0 151 0 243 0 394 0 495 0 0 495 0 574 0 1 575 1464 930-1030 0 0 0 0 0 160 0 241 0 401 0 497 0 0 497 0 568 0 3 571 1469 9:45-10:45 0 0 0 0 0 167 0 252 0 419 0 496 0 0 496 0 583 0 5 588 1503 10:00 -11:00 0 0 0 0 0 174 0 260 0 434 0 521 0 0 521 0 588 0 6 594 1549 10:15-11:15 0 0 0 0 0 169 0 265 0 434 0 550 0 0 550 1 629 0 5 635 1619 10:30-11:30 0 0 0 0 0 163 0 260 0 423 0 591 0 0. 591 1 675 0 3 679 1693 10:45 -11:45 0 0 0 0 0 162 0 258 0 420 0 632 0 0 632 1 690 0 2 693 1745 1100-1200 0 0 0 0 0 176 0 261 0 437 0 655 0 0 655 1 705 0 1 707 1799 11:15-12:15 0 0 0 0 0 205 0 271 0 476 0 661 0 0 661 1 753 0 2 756 1893 11:30-12:30 0 0 0 0 0 232 0 285 0 517 0 666 0 0 666 1 785 0 2 788 1971 11:45-12:45 0 0 0 0 0 255 0 309 0 564 0 717 0 0 717 1 820 0 1 822 2103 12:00-1:00 0 0 0 0 0 260 0 309 0 569 0 759 0 0 759 1 818 0 1 820 2148 12:15-1:15 0 0 0 0 0 249 0 310 0 559 0 763 0 0 763 0 810 0 2 812 2134 12:30-1:30 0 0 0 0 0 233 0 319 0 552 0 774 0 0 774 0 780 0 4 784 2110. 1245-145 0 0 0 0 0 234 0 316 0 550 0 713 0 0 713 0 750 0 4 754 2017 1:00-2:00 0 0 0 0 0 220 0 328 0 548 0 680 0 0 680 0 739 0 4 743 1971 1:15-2:15 0 0 0 0 0 211 0 351 0 562 0 649 0 0 649 0 708 0 3 711 1922 130-2:30 0 0 0 0 0 216 0 365 0 581 0 621 0 0 621 0 699 0 1 700 1902 145-2:45 0 0 0 0 0 204 0 408 0 612 0 657 0 0 657 0 729 0 1 730 1999 2:00-3:00 0 0 0 0 0 209 0 435 0 644 0 630 0 0 630 0 795 0 2 797 2071 2:15-3:15 0 0 0 0 0 212 0 433 0 645 0 664 0 0 664 0 891 0 1 892 2201 2:30-3:30 0 0 0 0 0 212 0 455 0 667 0 663 0 0 663 0 920 0 1 921 2251 2:45-3:45 0 0 0 0 0 227 0 466 0 693 0 697 0 0 697 0 981 0 1 982 2372 300-400 0 0 0 0 0 240 0 487 0 727 0 747 0 0 747 0 992 0 2 994 2468 3:15-4:15 0 0 0 0 0 256 0 506 0 762 0 799 0 0 799 0 1006 0 3 1009 2570 3:30 - 4:30 0 0 0 0 0 270 0 537 0 807 0 821 0 0 821 0 1038 0 3 1041 2669 3:45-4:45 0 0 0 0 0 274 0 514 0 788 0 826 0 0 826 0 1061 0 5 1066 2680 4:00 - 5:00 0 0 0 0 0 266 0 534 0 800 0 841 0 0 841 0 1106 0 3 1109 2750 4:15-5:15 0 0 0 0 0 269 0 531 0 800 0 814 0 0 814 0 1162 0 2 1164 2778 4:30 - 5:30 0 0 0 0 0 293 0 484 0 777 0 817 0 0 817 0 1278 0 4 1282 2876 4:45-5:45 0 0 0 0 0 291 0 481 0 772 0 793 0 0 793 0 1289 0 2 1291 2856 500-6:00 0 0 0 0 0 311 0 453 0 764 0 787 0 0 787 0 1206 0 2 1208 2759 515-615 0 0 0 0 0 299 0 448 0 747 0 782 0 0 782 0 1068 0 2 1070 2599 530-630 0 0 0 0 0 278 0 459 0 737 0 780 0 0 780 0 881 0 0 881 2398 5:45-6:45 0 0 0 0 0 258 0 441 0 699 0 734 0 0 734 0 709 0 0 709 2142 6:00-7:00 0 0 0 0 0 242 0 386 0 628 0 697 0 0 697 0 664 0 0 664 1989 PEAK HOUR TOTALS TURNING MOVEMENT COUNT - SUMMARY Counted by: VCU Intersection of: Red Bud Road/1-81 NB On Ramp Date: May 17, 2016 and: Martinsburg Pike Weather: Rainy/Cool Location: Winchester,Virginia Entered by: AW TRAFFIC FROM NORTH TRAFFIC FROM SOUTH TRAFFIC FROM EAST on: 1-81 NB On Ramp on: Red Bud Road on: Martinsburg Pike TIME AM 110 3 0 124 7 165 6 0 7:00-7:15 0 0 0 0 0 4 1 8 7:15-7:30 0 0 0 0 0 4 0 6 7:30-7:45 0 0 0 0 0 7 0 13 7:45-8:00 0 0 0 0 0 7 0 12 8:00-8:15 0 0 0 0 0 4 0 8 8:15-8'30 0 0 0 0 0 10 0 11 8:30.- 8:45 0 0 0 0 0 7 1 10 8:45 - 9:00 0 0 0 0 0 4 1 15 9:00-9:15 0 0 0 0 0 3 0 10 9:15-9:30 0 0 0 0 0 3 1 11 9:30-9:45 0 0 0 0 0 4 0 10 9:45 - 10:00 0 0 0 0 0 4 0 7 10:00-10:15 0 0 0 0 0 6 0 5 10:15-10:30 0 0 0 0 0 3 0 5 10:30 - 10:45 0 0 0 0 0 3 0 7 10:45-11:00 0 0 0 0 0 4 0 9 11:00-11:15 0 0 0 0 0 2 0 9 11:15-1130 0 0 0 0 0 7 2 6 11:30-1145 0 0 0 0 0 2 0 10 11:45 -12:00 0 0 0 0 0 4 2 9 12:00-12:15 0 0 0 0 0 1 1 7 12:15-12:30 0 0 0 0 0 5 0 11 12:30-12:45 0 0 0 0 0 7 0 9 12:45 -1:00 0 0 0 0 0 4 0 9 1:00 -1:15 0 0 0 0 0 6 0 10 1:15-1:30 0 0 0 0 0 6 0 14 1:30 -1:45 0 0 0 0 0 6 0 10 1:45 -2:00 0 0 0 0 0 9 1 10 2:00-2:15 0 0 0 0 0 5 0 5 2:15-2:30 0 0 0 0 0 3 0 9 2:30 - 2:45 0 0 0 0 0 5 0 18 2:45-3:00 0 0 0 0 0 4 1 18 3:00-3:15 0 0 0 0 0 2 0 21 3:15 - 3:30 0 0 0 0 0 5 1 24 3:30 - 3:45 0 0 0 0 0 5 4 29 3:45-4:00 0 0 0 0 0 9 0 18 4:00 - 4:15 0 0 0 0 0 13 2 35 4:15-4:30 0 0 0 0 0 4 3 27 4:30 -4:45 0 0 0 0 0 9 4 27 4:45 - 5:00 0 0 0 0 0 10 0 39 5:00-5:15 0 0 0 0 0 4 1 27 5:15 -5:30 0 0 0 0 0 5 2 30 5:30 - 5:45 0 0 0 0 0 6 1 43 5:45 - 6:00 0 0 0 0 0 8 1 41 6:00 - 6:15 0 0 0 0 0 5 2 26 6:15-6:30 0 0 0 0 0 12 5 20 6:30-6:45 0 0 0 0 0 2 0 22 6:45 - 7:00 0 0 0 0 0 4 1 12 12 Hr Totals 0 0 0 0 0 256 38 752 0 13 0 10 0 20 0 19 0 12 0 21 0 18 0 20 0 13 0 15 0 14 0 11 0 11 0 8 0 10 0 13 0 11 0 15 0 12 0 15 0 9 0 16 0 16 0 13 0 16 0 20 0 16 0 20 0 10 0 12 0 23 0 23 0 23 0 30 0 38 0 27 0 50 0 34 0 40 0 49 0 32 0 37 0 50 0 50 0 33 0 37 0 24 0 17 0 1046 11 110 3 0 124 7 165 6 0 178 8 199 4 0 211 6 164 2 0 172 9 170 8 0 187 11 135 2 0 148 6 142 5 0 153 10 150 4 0 164 6 132 6 0 144 5 138 5 0 148 9 110 5 0 124 9 130 2 0 141 9 125 3 0 137 10 142 5 0 157 10 120 2 1 133 5 135 2 0 142 11 160 5 0 176 6 179 5 0 190 7 162 1 0 170 17 167 5 0 189 13 161 2 1 177 14 191 10 1 216 10 201 3 1 215 10 223 4 2 239 12 163 6 0 181 12 196 2 0 210 14 153 7 0 174 11 169 3 1 184 12 135 5 0 152 15 165 6 1 187 13 167 3 0 183 8 153 7 0 168 18 166 4 0 188 12 140 6 1 159 16 200 8 0 224 23 186 6 1 216 25 203 5 0 233 15 155 7 0 177 23 218 13 0 254 19 172 8 0 199 28 184 6 0 218 12 160 4 0 176 16 174 11 0 201 14 160 4 1 179 13 162 9 0 184 16 177 4 0 197 14 118 6 1 139 6 172 4 0 182 586 7759 243 12 8600 Tuesday C;>rlJrp Star Rating: 5 TRAFFIC FROM WEST on: Martinsburg Pike 19 121 63 0 203 25 165 82 0 272 27 141 77 0 245 34 194 68 5 301 25 179 79 1 284 17 135 72 0 224 11 141 65 0 217 11 123 68 0 202 8 128 55 2 193 8 156 42 1 207 11 130 68 1 210 10 145 56 0 211 5 125 55 0 185 5 133 74 0 212 10 154 71 0 235 10 146 49 2 207 6 155 63 0 224 8 152 77 3 240 8 202 49 0 259 8 186 53 1 248 11 226 61 1 299 7 216 54 0 277 4 245 63 1 313 9 182 61 1 253 5 207 67 0 279 8 166 75 1 250 9 224 67 0 300 10 162 47 0 219 5 161 69 2 237 9 180 71 1 261 12 179 94 1 286 12 189 83 1 285 12 194 105 0 311 16 195 83 2 296 9 247 107 1 364 13 231 80 1 325 13 238 115 1 367 17 245 94 0 356 24 240 117 0 381 17 246 114 0 377 17 265 112 1 395 22 326 121 0 469 13 282 111 0 406 10 209 80 0 299 9 176 73 1 259 7 191 79 0 277 8 149 40 2 199 5 160 44 0 209 579 8942 3573 34 13128 N+S 340 460 476 492 483 393 388 386 350 370 348 363 333 377 378 362 411 445 441 452 485 509 544 505 476 480 490 423 399 460 492 476 522 485 626 568 650 567 675 625 645 682 657 528 476 511 362 408 12774 I Hr Totals 7:00 - 8:00 0 0 0 0 0 22 7:15-8:15 0 0 0 0 0 22 7:30 - 8:30 0 0 0 0 0 28 7:45 - 8:45 0 0 0 0 0 28 8:00 - 9:00 0 0 0 0 0 25 8:15-9:15 0 0 0 0 0 24 8:30-9:30 0 0 0 0 0 17 8:45-9:45 0 0 0 0 0 14 9:00 - 10:00 0 0 0 0 0 14 9:15-10:15 0 0 0 0 0 17 9:30-10:30 0 0 0 0 0 17 9:45 - 10:45 0 0 0 0 0 16 10:00 - 11:00 0 0 0 0 0 16 10:15-11:15 0 0 0 0 0 12 10:30-11:30 0 0 0 0 0 16 10:45-11:45 0 0 0 0 0 15 11:00-12:00 0 0 0 0 0 15 11:15-12:15 0 0 0 0 0 14 11:30 -12:30 0 0 0 0 0 12 11:45-12:45 0 0 0 0 0 17 12:00 -1:00 0 0 0 0 0 17 12:15-1:15 0 0 0 0 0 22 12:30 - 1:30 0 0 0 0 0 23 12:45 - 145 0 0 0 0 0 22 1:00 - 2:00 0 0 0 0 0 27 1:15-2:15 0 0 0 0 0 26 1:30 - 2:30 0 0 0 0 0 23 1:45 - 2:45 0 0 0 0 0 22 2:00 - 3:00 0 0 0 0 0 17 2:15-3:15 0 0 0 0 0 14 2:30 - 3:30 0 0 0 0 0 16 2:45-3:45 0 0 0 0 0 16 3:00 - 4:00 0 0 0 0 0 21 3:15-4:15 0 0 0 0 0 32 3:30-4:30 0 0 0 0 0 31 3:45 - 4:45 0 0 0 0 0 35 4:00 - 5:00 0 0 0 0 0 36 4:15-5:15 0 0 0 0 0 27 4:30 - 5:30 0 0 0 0 0 28 4:45 - 5:45 0 0 0 0 0 25 5:00 - 6:00 0 0 0 0 0 23 5:15-6:15 0 0 0 0 0 24 5:30 - 630 0 0 0 0 0 31 5:45 - 6:45 0 0 0 0 0 27 6:00 - 7:00 0 0 0 0 0 23 PEAK HOUR 1 39 0 62 0 39 0 61 0 44 0 72 1 41 0 70 2 44 0 71 2 46 0 72 3 46 0 66 2 46 0 62 1 38 0 53 1 33 0 51 0 27 0 44 0 24 0 40 0 26 0 42 0 30 0 42 2 31 0 49 2 34 0 51 4 34 0 53 5 32 0 51 3 37 0 52 3 36 0 56 1 36 0 54 0 39 0 61 0 42 0 65 0 43 0 65 1 44 0 72 1 39 0 66 1 34 0 58 1 42 0 65 1 50 0 68 1 66 0 81 2 81 0 99 6 92 0 114 5 92 0 118 7 106 0 145 9 109 0 149 9 107 0 151 9 128 0 173 8 120 0 155 7 123 0 158 4 139 0 168 5 141 0 169 6 140 0 170 9 130 0 170 8 109 0 144 8 80 0 111 32 638 15 0 685 30 698 20 0 748 34 668 16 0 718 32 611 17 0 660 36 597 19 0 652 33 559 17 0 609 27 562 20 0 609 30 530 20 0 580 29 510 18 0 557 32 503 15 0 550 37 507 15 0 559 38 517 12 1 568 34 522 12 1 569 36 557 14 1 608 32 594 14 1 641 29 636 13 0 678 41 668 16 0 725 43 669 13 1 726 51 681 18 2 752 54 720 20 3 797 47 776 19 5 847 46 778 23 4 851 44 783 15 3 845 48 735 19 2 804 49 681 18 1 749 49 653 17 1 720 52 622 21 2 697 51 636 17 2 706 48 620 21 1 690 54 651 20 1 726 51 626 20 1 698 54 659 25 1 739 69 692 24 2 787 76 729 25 2 832 79 744 26 1 850 86 762 31 1 880 82 748 33 0 863 85 729 34 0 848 82 734 31 0 847 75 690 29 0 794 70 678 25 1 774 55 656 28 1 740 59 673 28 1 761 57 617 23 2 699 49 629 23 1 702 105 621 290 5 1021 111 679 306 6 1102 103 649 296 6 1054 87 649 284 6 1026 64 578 284 1 927 47 527 260 2 836 38 548 230 3 819 38 537 233 4 812 37 559 221 4 821 34 556 221 2 813 31 533 253 1 818 30 557 256 0 843 30 558 249 2 839 31 588 257 2 878 34 607 260 5 906 32 655 238 5 930 30 695 242 4 971 35 766 240 5 1046 34 830 217 2 1083 30 873 231 3 1137 31 869 239 3 1142 25 850 245 2 1122 26 800 266 3 1095 31 779 270 2 1082 32 759 256 1 1048 32 713 258 3 1006 33 727 254 3 1017 36 682 281 4 1003 38 709 317 5 1069 45 742 353 3 1143 52 757 365 4 1178 49 825 378 4 1256 50 867 375 4 1296 51 911 385 - 5 1352 52 961 396 3 1412 67 954 406 2 1429 71 969 440 1 1481 75 996 437 1 1509 80 1077 464 1 1622 69 1119 458 1 1647 62 1082 424 1 1569 54 993 385 1 1433 39 858 343 1 1241 34 725 272 3 1034 29 676 236 3 944 1768 1911 1844 1756 1650 1517 1494 1454 1431 1414 1421 1451 1450 1528 1596 1659 1749 1823 1887 1990 2043 2034 2005 1951 1869 1792 1772 1774 1827 1950 1975 2109 2201 2329 2411 2460 2517 2512 2627 2609 2512 2343 2172 1877 1757 Apptz:rldlx,. C I I -eve. of S-_I-v:',ce Fjesc�ription Stonewall IV Appendix C Table C2 Level -of -Service Criteria for Signalized Intersections A k• <10.0 B >10 and (20 C >20 and (35 D >35 and (55 E F >55 and (80 >80 1r?JI1 December 2017 Unsignalized intersections include two-way stop -controlled (TWSC) and all -way stop -controlled (AWSC) intersections. The 2010 Highway Capacity Manual (HCM) provides models for estimating control delay at both TWSC and AWSC intersections. A qualitative description of the various service levels associated with an unsignalized intersection is presented in Table C3. A quantitative definition of level of service for unsignalized intersections is presented in Table C4. Using this definition, Level of Service "E" is generally considered to represent the minimum acceptable design standard. Table C3 Level -of -Service Criteria for Unsignalized Intersections r _.. Kittelson & Associates, Inc. C2 • Nearly all drivers find freedom of operation. A • Very seldom is there more than one vehicle in queue. • Some drivers begin to consider the delay an inconvenience. B • Occasionally there is more than one vehicle in queue. • Many times there is more than one vehicle in queue. C • Most drivers feel restricted, but not objectionably so. • Often there is more than one vehicle in queue. D • Drivers feel quite restricted. • Represents a condition in which the demand is near or equal to the probable maximum number of vehicles that can be accommodated by the movement. E There is almost always more than one vehicle in queue. • Drivers find the delays approaching intolerable levels. • Forced flow. F Represents an intersection failure condition that is caused by geometric and/or operational constraints external to the intersection. r _.. Kittelson & Associates, Inc. C2 Stonewall IV December 2017 Appendix C Table C4 Level -of -Service Criteria for Unsignalized Intersections A <10.0 B >10.0 and ( 15.0 C >15.0 and ( 25.0 0 >25.0 and ( 35.0 E >35.0 and ( 50.0 F >50.0 It should be noted that the level -of -service criteria for unsignalized intersections are somewhat different than the criteria used for signalized intersections. The primary reason for this difference is that drivers expect different levels of performance from different kinds of transportation facilities. The expectation is that a signalized intersection is designed to carry higher traffic volumes than an unsignalized intersection. Additionally, there are a number of driver behavior considerations that combine to make delays at signalized intersections less galling than at unsignalized intersections. For example, drivers at signalized intersections are able to relax during the red interval, while drivers on the minor street approaches to TWSC intersections must remain attentive to the task of identifying acceptable gaps and vehicle conflicts. Also, there is often much more variability in the amount of delay experienced by individual drivers at unsignalized intersections than signalized intersections. For these reasons, it is considered that the control delay threshold for any given level of service is less for an unsignalized intersection than for a signalized intersection. While overall intersection level of service is calculated for AWSC intersections, level of service is only calculated for the minor approaches and the major street left turn movements at TWSC intersections. No delay is assumed to the major street through movements. For TWSC intersections, the overall intersection level of service remains undefined: level of service is only calculated for each minor street lane. In the performance evaluation of TWSC intersections, it is important to consider other measures of effectiveness (MOEs) in addition to delay, such as v/c ratios for individual movements, average queue lengths, and 95th -percentile queue lengths. By focusing on a single MOE for the worst movement only, such as delay for the minor -street left turn, users may make inappropriate traffic control decisions. The potential for making such inappropriate decisions is likely to be particularly pronounced when the HCM level -of -service thresholds are adopted as legal standards, as is the case in many public agencies. Kittelson & Associates, Inc. C3�'� Appendix D Existing Conditions Level of Service 'Norksheetts HCM 2010 TWSC 1: Lenoir Dr & McGhee Rd 10/13/2017 Intersection Major1 Major2 Minorl Int Delay, s/veh 2.5 0 0 146 0 679 140 Movement EBT EBR WBL WBT NBL NBR Lane Configurations - 4 ►�v - Traffic Vol, veh/h 112 9 81 285 10 59 Future Vol, veh/h 112 9 81 285 10 59 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - _ _ 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 83 83 83 83 83 83 Heavy Vehicles, % 52 33 12 13 30 44 Mvmt Flow 135 11 98 343 12 71 Major/Minor Major1 Major2 Minorl Conflicting Flow All 0 0 146 0 679 140 Stage 1 - - - 140 - Stage 2 - - 539 - Critical Hdwy - - 4.22 6.7 6.64 Critical Hdwy Stg 1 - _ 5.7 - Critical Hdwy Stg 2 _ _ 5.7 - Follow-up Hdwy 2.308 - 3.77 3.696 Pot Cap -1 Maneuver - - 1377 - 377 808 Stage 1 - - - 823 - Stage 2 - - - 532 - Platoon blocked, % Mov Cap -1 Maneuver - - 1377 344 808 Mov Cap -2 Maneuver - - - 344 - Stage 1 - - - - 823 - Stage 2 - - 485 - s Approach EB WB, NB HCM Control Delay, 0 1.7 11.1 HCM LOS B Mrr`o, Lane%Major'M;� .__ ..m EB t' EBk !A`BL WBT Capacity (veh/h) 676 - - 1377 - HCM Lane V/C Ratio 0.123 - - 0.071 - HCM Control Delay (s) 11.1 - - 7.8 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.4 - - 0.2 - AM Existing Traffic Conditions Synchro 9 Report Page 1 HCM 2010 TWSC 2: Welltown Rd & McGhee Rd 10/13/2017 Intersection Int Delay, s/veh 6.2 Movement E13L EBR NBL NBT SBT SBR Lane Configurations '�i r t T Traffic Vol, veh/h 1 148 341 106 211 9 Future Vol, veh/h 1 148 341 106 211 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None None Storage Length 0 0 275 - Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 - Peak Hour Factor 81 81 81 81 81 81 Heavy Vehicles, % 0 53 11 13 0 0 Mvmt Flow 1 183 421 131 260 11 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1239 266 272 0 0 Stage 1 266 - - - Stage 2 973 - - - Critical Hdwy 6.4 6.73 4.21 - Critical Hdwy Stg 1 5.4 - - Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.777 2.299 - Pot Cap -1 Maneuver 196 664 1241 - - Stage 1 783 - - - - Stage 2 370 - - Platoon blocked, % Mov Cap -1 Maneuver 130 664 1241 - - Mov Cap -2 Maneuver 207 - - - Stage 1 783 - Stage 2 244 - - Approach . EB NB SB HCM Control Delay, s 12.6 7.2 0 HCM LOS B Mvmt NB(, NBT EBLnI EBLn2 SBT SBR Capacity (veh/h) 1241 - 207 664 - HCM Lane V/C Ratio 0.339 - 0.006 0.275 HCM Control Delay (s) 9.4 - 22.5 12.5 - HCM Lane LOS A - C B HCM 95th °/stile Q(veh) 1.5 - 0 1.1 - AM Existing Traffic Conditions Synchro 9 Report Page 2 Queues I Welltown Rd/Amoco Ln & US 11 10/13/2017 ji ` ---> -0-- t Lane Group EBL EBT WBL WBT WBR NBT SBL SBT Lane Group Flow (vph) 250 1386 40 1269 247 78 213 292 v/c Ratio 0.83 0.54 039 0.64 0.34 052 0.64 0.70 Control Delay 73.0 22.8 81.8 28.9 3.9 59.5 63.0 17.2 Queue Delay 0.0 0.0 0.0 0.0 0 0 0.0 0.0 0.0 Total Delay 73.0 22.8 81.8 28.9 3.9 59.5 63.0 17.2 Queue Length 50th (ft) 201 291 33 357 33 53 89 15 Queue Length 95th (ft) #313 381 74 369 55 101 123 95 Internal Link Dist (ft) 1706 480 928 1388 Turn Bay Length (ft) 525 325 385 Base Capacity (vph) 329 2563 108 1978 726 242 401 446 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.76 0.54 0.37 0.64 0.34 0.32 0.53 0.65 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. AM Existing Traffic Conditions Synchro 9 Report Page 3 HCM Signalized Intersection Capacity Analysis 3: Welltown Rd/Amoco Ln & US 11 10/13/2017 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL, SBT SBR Lane Configurations 'I W+ ) 14t r ��} T Traffic Volume (vph) 220 1161 59 35 1117 217 22 26 20 187 17 240 Future Volume (vph) 220 1161 59 35 1117 217 22 26 20 187 17 240 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.9 7.7 5.8 5.8 9.6 7.4 7.4 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 0.97 100 Frt 1.00 0.99 1.00 1.00 0.85 0.96 1.00 0.86 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.98 0.95 1.00 Satd. Flow (prot) 1656 4647 1752 4803 1417 1670 2824 1494 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.98 095 1.00 Satd. Flow (perm) 1656 4647 1752 4803 1417 1670 2824 1494 Peak -hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 250 1319 67 40 1269 247 25 30 23 212 19 273 RTOR Reduction (vph) 0 3 0 0 0 146 0 12 0 0 241 0 Lane Group Flow (vph) 250 1383 0 40 1269 101 0 66 0 213 51 0 Heavy Vehicles (%) 9% 11% 7% 3% 8% 14% 0% 8% 15% 24% 29% 8% Turn Type Prot NA Prot NA custom Split NA Split NA Protected Phases 5 1 3 3 4 4 Permitted Phases 2 6 6 Actuated Green, G (s) 23.8 68.1 6.6 51.6 51.6 9.3 15.4 15.4 Effective Green, g (s) 23.8 68.1 6.6 51.6 51.6 9.3 15.4 15.4 Actuated g/C Ratio 0.18 0.52 0.05 0.40 0740 0.07 012 0.12 Clearance Time (s) 7.1 5.9 7.7 5.8 5.8 9.6 7.4 7.4 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 303 2434 88 1906 562 119 334 176 v/s Ratio Prot c0.15 0.02 c0.04 c0.08 0.03 v/s Ratio Perm 0.30 c0.26 0.07 v/c Ratio 0.83 0.57 0.45 0.67 0.18 0.55 0.64 0.29 Uniform Delay, dl 51.1 21.0 60.0 32.1 25.5 58.3 54.6 52.3 Progression Factor 1.00 1.00 1.21 0.81 0.61 1.00 1.00 1.00 Incremental Delay, d2 16.5 1.0 3.5 0.8 0.1 5.5 4.0 0.9 Delay (s) 67.6 21.9 76.3 26.7 15.6 63.8 58.6 53.2 Level of Service E C E C B E E D Approach Delay (s) 28.9 26.2 63.8 55.5 Approach LOS C C E E Intersection Summary HCM 2000 Control Delay 32.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 30.6 Intersection Capacity Utilization 75.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group AM Existing Traffic Conditions Synchro 9 Report Page 4 HCM 2010 Signalized Intersection Summary 3: Welltown Rd/Amoco Ln & US 11 10/13/2017 HCM 2010 analysis does not support custom phasing AM Existing Traffic Conditions Synchro 9 Report Page 5 Queues 4: 1-81 SB Ramps & US 11 EBT EBR WBL 10/13/2017 SBT SBR Lane Group Flow (vph) 929 643 Lane Group EBT EBR WBL WBT- SBT SBR Lane Group Flow (vph) 929 643 218 1078 42 586 v/c Ratio 0.38 0.53 0.46 0.37 0.37 0.39 Control Delay 3.2 5.4 5.1 1.5 66.4 0.8 Queue Delay 0.0 0.4 0.0 0.2 0.0 0.0 Total Delay 3.2 5.8 5.1 1.6 66.4 0.8 Queue Length 50th (ft) 67 87 15 43 35 0 Queue Length 95th (ft) 72 180 21 28 72 0 Internal Link Dist (ft) 103 460 1133 Turn Bay Length (ft) 250 75 Base Capacity (vph) 2438 1217 560 2902 502 1509 Starvation Cap Reductn 0 201 0 776 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.38 0.63 0.39 0.51 0.08 0.39 Intersection Summary AM Existing Traffic Conditions Synchro 9 Report Page 6 HCM Signalized Intersection Capacity Analysis 4: 1-81 SB Ramps & US 11 10/13/2017 c Critical Lane Group AM Existing Traffic Conditions Synchro 9 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tf r ) �t +T r Traffic Volume (vph) 0 845 585 198 981 0 0 0 0 38 0 533 Future Volume (vph) 0 845 585 198 981 0 0 0 0 38 0 533 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lane Util. Factor 095 1.00 1.00 0.95 1.00 100 Frt 1.00 0.85 1.00 1.00 1.00 0.85 At Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3282 1417 1612 3343 1719 1509 At Permitted 1.00 1.00 0.27 1.00 0.95 1.00 Satd. Flow (perm) 3282 1417 455 3343 1719 1509 Peak -hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 0 929 643 218 1078 0 0 0 0 42 0 586 RTOR Reduction (vph) 0 0 171 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 929 472 218 1078 0 0 0 0 0 42 ' 586 Heavy Vehicles (%) 0% 10% 14% 12% 8% 0% 0% 0% 0% 5% 0% 7% Turn Type NA Perm pm+pt NA Perm NA Free Protected Phases 6 5 2 4 Permitted Phases 6 2 4 Free Actuated Green, G (s) 95.4 95.4 110.5 110.5 7.5 1300 Effective Green, g (s) 95.4 95.4 110.5 110.5 7.5 130.0 Actuated g/C Ratio 0.73 0.73 0.85 0.85 0.06 1.00 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3,0 3.0 3.0 Lane Grp Cap (vph) 2408 1039 467 2841 99 1509 v s Ratio Prot 0.28 0.03 0.32 v/s Ratio Perm 0.33 c0.36 0.02 c0.39 v/c Ratio 0.39 0.45 0.47 0.38 0.42 0.39 Uniform Delay, d1 6.4 6.9 2.8 2.2 59.2 0.0 Progression Factor 0.40 6.26 1.06 0.49 1.00 1.00 Incremental Delay, d2 0.1 0.3 0.7 0.4 2.9 0.8 Delay (s) 2.6 43.5 37 1.4 62.1 0.8 Level of Service A D A A E A Approach Delay (s) 19.4 1.8 OA 4.9 Approach LOS B A A A Intersection Sumrriaryu .. a HCM 2000 Control Delay 10.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 66.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group AM Existing Traffic Conditions Synchro 9 Report Page 7 HCM 2010 Signalized Intersection Summary 4:1-81 SB Ramps & US 11 10/13/2017 Lane Configurations tt � '� tt 4 Traffic Volume (veh/h) 0 Movement EBL EBT 'EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt � '� tt 4 Traffic Volume (veh/h) 0 845 585 198 981 0 0 0 0 38 0 533 Future Volume (veh/h) 0 845 585 198 981 0 0 0 0 38 0 533 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 100 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 0 1727 1667 1696 1759 0 1900 1810 1776 Adj Flow Rate, veh/h 0 929 0 218 1078 0 42 0 0 Adj No. of Lanes 0 2 1 1 2 0 0 1 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 10 14 12 8 0 7 0 7 Cap, veh/h 0 2580 1114 509 2927 0 55 0 48 Arrive On Green 0.00 0.79 0.00 0.04 0.88 0.00 0.03 0.00 0.00 Sat Flow, veh/h 0 3368 1417 1616 3431 0 1723 0 1509 Grp Volume(v), veh/h 0 929 0 218 1078 0 42 0 _ 0 Grp Sat Flow(s),veh/h/In 0 1641 1417 1616 1671 0 1723 0 1509 Q Serve(g_s), s 0.0 11.0 0.0 3.1 7.7 0.0 3.1 0.0 0.0 Cycle Q Clear(g_c), s 0.0 11.0 0.0 3.1 7.7 0.0 3.1 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2580 1114 509 2927 0 55 0 48 V/C Ratio(X) 0.00 0.36 0.00 0.43 0.37 0.00 0.76 0.00 0.00 Avail Cap(c_a), veh/h 0 2580 1114 675 2927 0 504 0 441 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.85 0.85 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 4.1 0.0 2.9 1.5 0.0 62.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.5 0.3 0.0 19.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 4.9 0.0 1.4 3.6 0.0 1.8 0.0 0.0 LnGrp Delay(d),s/veh 0.0 4.2 0.0 3.4 1.8 0.0 81.7 0.0 0 0 LnGrp LOS A A A F Approach Vol, veh/h 929 1296 42 _ Approach Delay, s/veh 4.2 2.1 81.7 Approach LOS A A F Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 119.8 10.2 11.6 108.2 Change Period (Y+Rc), s 6.0 6.0 6.0 60 Max Green Setting (Gmax), s 80.0 38.0 19.0 55.0 Max Q Clear Time (g_c+l l ), s 9.7 5.1 5.1 13.0 Green Ext Time (p -c), s 25.4 0.2 0.5 21.1 Intersection Summary HCM 2010 Ctrl Delay 4.4 HCM 2010 LOS A AM Existing Traffic Conditions Synchro 9 Report Page 8 Queues 5:1-81 NB Ramp & US 11 10/13/2017 Lane Group EBT WBT ... NBL NBFt _ Lane Group Flow (vph) 981 800 510 237 v/c Ratio 0.43 0.33 0.78 0-60 Control Delay 3.8 2.0 56.7 29.4 Queue Delay 0.1 0.2 0.0 0.0 Total Delay 3.9 2.2 56.7 29.4 Queue Length 50th (ft) 88 10 210 93 Queue Length 95th (ft) 25 13 256 172 Internal Link Dist (ft) 460 138 842 Turn Bav Length (ft) am drn Base Capacity (vph) 2293 2402 1070 576 Starvation Cap Reductn 272 763 0 0 Spillback Cap Reductn 2 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.49 0.49 0.48 0.41 Intersection Summary AM Existing Traffic Conditions Synchro 9 Report Page 9 HCM Signalized Intersection Capacity Analysis 5:1-81 NB Ramp & US 11 10/13/2017 --r�- Movement EBT ' EBR WBL WBT NBL ' NBR Lane Configurations tt' Traffic Volume (vph) 883 0 0 720 459 213 Future Volume (vph) 883 0 0 720 459 213 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 Lane Util. Factor 0.95 0.95 0.97 1.00 Frt 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3252 3406 3127 1468 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3252 3406 3127 1468 Peak -hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 981 0 0 800 510 237 RTOR Reduction (vph) 0 0 0 0 0 89 Lane Group Flow (vph) 981 0 0 800 510 148 Heavy Vehicles (%) 11% 0% 0% 6% 12% 10% Turn Type NA NA Prot Perm Protected Phases 2 6 4 Permitted Phases 4 Actuated Green, G (s) 91.7 91.7 27.3 27.3 Effective Green, g (s) 91.7 91.7 27.3 27.3 Actuated g/C Ratio 0.71 0.71 0.21 0.21 Clearance Time (s) 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2293 2402 656 308 v/s Ratio Prot c0.30 0.23 c0.16 v/s Ratio Perm 0.10 v/c Ratio 0.43 0.33 0.78 0.48 Uniform Delay, dl 8.1 7.4 48.5 45.1 Progression Factor 0.38 0.20 1.00 1.00 Incremental Delay, d2 0.6 0.1 5.8 1.2 Delay (s) 3.6 1.6 54.3 46:3 Level of Service A A D D Approach Delay (s) 3.6 1.6 51.7 Approach LOS A A D Intersecfion Summary, HCM 2000 Control Delay 17.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 051 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 11.0 Intersection Capacity Utilization 66.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group AM Existing Traffic Conditions Synchro 9 Report Page 10 HCM 2010 Signalized Intersection Summary 5:1-81 NB Ramp & US 11 10/13/2017 Movement EBT EBR WBL WBT NBL ' NBR Lane Configurations +� 0 0 tt M r Traffic Volume (veh/h) 883 0 0 720 459 213 Future Volume (veh/h) 883 0 0 720 459 213 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.42 1.00 1.00 0.33 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1712 0 0 1792 1696 1727 Adj Flow Rate, veh/h 981 0 0 800 510 237 Adj No. of Lanes 2 0 0 2 2 1 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh. % 11 0 0 6 12 10 Cap, veh/h 2349 0 0 2460 605 284 Arrive On Green 0.72 0.00 0.00 0.96 0.19 0.19 Sat Flow, veh/h 3423 0 0 3585 3134 1468 Grp Volume(v), veh/h 981 0 0 800 510 237 Grp Sat Flow(s),veh/h/In 1626 0 0 1703 1567 1468 Q Serve(g_s), s 15.6 0.0 0.0 1.8 20.4 20.2 Cycle Q Clear(g_c), s 15.6 0.0 0.0 1.8 20.4 20.2 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 2349 0 0 2460 605 284 WC Ratio(X) 0.42 0.00 0.00 0.33 0.84 0.84 Avail Cap(c_a), veh/h 2349 0 0 2460 1073 503 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.00 1.00 Upstream Filter(I) 0.93 0.00 0.00 0.96 1.00 1.00 Uniform Delay (d), s/veh 7.2 0.0 0.0 0.7 50.5 50.5 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.1 3.3 6.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 7.1 0.0 0.0 0.7 9.1 8.7 LnGrp Delay(d),s/veh 7.7 0.0 0.0 0.8 53.8 56.9 LnGrp LOS A A D E Approach Vol, veh/h 981 800 747 Approach Delay, s/veh 7.7 0.8 54.8 Approach LOS A A D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 99.4 30.6 99.4 Change Period (Y+Rc), s 5.5 5.5 5.5 Max Green Setting (Gmax), s 74.5 44.5 74.5 Max Q Clear Time (g_c+11), s 17.6 22.4 3.8 Green Ext Time (p -c), s 19.4 2.7 20.3 Intersection Summary HCM 2010 Ctrl Delay 19.4 HCM 2010 LOS B AM Existing Traffic Conditions Synchro 9 Report Page 11 Queues 6: Redbud Rd/1-81 NB Ramp & US 11 EBT EBR 10/13/2017 WBT --V ,a- Lane Group Flow (vph) t Lane Group EBL EBT EBR WBL WBT WBR NBT Lane Group Flow (vph) 315 700 114 21 720 31 63 v/c Ratio 062 0.28 0.09 0.03 0.30 0.03 0.25 Control Delay 12.5 3.3 0.3 2.8 9.0 0.0 2.3 Queue Delay 0.0 0.2 0.3 0.0 0.0 0.0 0.0 Total Delay 12.5 3.4 0.6 2.8 9.0 0.0 2.3 Queue Length 50th (ft) 32 55 1 3 104 0 0 Queue Length 95th (ft) 99 64 3 7 194 0 0 Internal Link Dist (ft) 138 1843 1091 Turn Bay Length (ft) 130 75 150 275 Base Capacity (vph) 809 2507 1240 757 2368 1089 420 Starvation Cap Reductn 18 898 729 0 0 0 0 Spillback Cap Reductn 0 0 0 0 74 0 4 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced vlc Ratio 0.40 0.44 0.22 0.03 0.31 003 0.15 Intersection Summary AM Existing Traffic Conditions Synchro 9 Report Page 12 HCM Signalized Intersection Capacity Analysis 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 '' -,%.-- t" ,*'J Movement EBL EBT EBR WBL WBT WBR NBL NBT ' NBR SBL SBT SBR Lane Configurations ft r ff r Traffic Volume (vph) 306 679 111 _ 20 698 30 22 0 39 0 0 0 Future Volume (vph) 306 679 111 20 698 30 22 0 39 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 m 1900 1900 1900 1900 1900 Total Lost time (s) 11.6 8.6 8.6 8.6 8.6 8.6 9.1 Lane Util Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 0.91 Flt Protected 0.95 1.00 1.00 0-95 1.00 1.00 0.98 Satd. Flow (prot) 1556 3312 1599 1805 3374 1468 1688 Flt Permitted 0.36 1.00 1.00 0.38 1.00 1.00 0.98 Satd. Flow (perm) 597 3312 1599 721 3374 1468 1688 Peak -hour factor, PHF 0.97 0.97 , 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 097 0.97 Adj. Flow (vph) 315 700 114 21 720 31 23 0 40 0 0 0 RTOR Reduction (vph) 0 0 34 0 0 10 0 61 0 0 0 0 Lane Group Flow (vph) 315 700 80 21 720 21 0 2 0 0 0 0 Heavy Vehicles (%) 16% 9% 1 % 0% 7% 10% 3% 0% 0% 0% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Protected Phases 1 6 5 2 4 Permitted Phases 6 6 2 2 4 Actuated Green, G (s) 104.7 91.4 91.4 93.9 86.0 86,0 4.4 Effective Green, g (s) 98.7 91.4 91.4 93.9 86.0 86.0 4.4 Actuated g/C Ratio 0.76 0.70 0.70 0.72 0.66 0.66 0.03 Clearance Time (s) 8.6 8.6 8.6 8.6 8.6 8.6 9.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3 0 Lane Grp Cap (vph) 529 2328 1124 586 2232 971 57 v/s Ratio Prot c0.05 0.21 0.00 0.21 v/s Ratio Perm c0.40 0.05 0.02 0.01 0.00 v/c Ratio 0.60 0.30 0.07 0.04 0.32 0.02 0.04 Uniform Delay, d1 9.3 7.3 6.0 5.5 9.5 7.6 60.8 Progression Factor 0.97 0.40 0.13 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.7 0.3 0.1 0.0 0.4 0.0 0.3 Delay (s) 10.7 3.2 0.9 5.6 9.8 7.6 61.0 Level of Service B A A A A A E Approach Delay (s) 5.1 9.6 61.0 0.0 Approach LOS A A E A Intersectiori Summary HCM 2000 Control Delay 8.7 HCM 2.000 Level of Service A HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 29.3 Intersection Capacity Utilization 64.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group AM Existing Traffic Conditions Synchro 9 Report Page 13 HCM 2010 Signalized Intersection Summary 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 Movement EBL EBT EBR , WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1656 tt r 1687 tt r 0 4 Q Serve(g_s), s 0.0 Traffic Volume (veh/h) 306 679 111 20 698 30 22 0 39 0 0 0 Future Volume (veh/h) 306 679 111 20 698 30 22 0 39 0 0 0 Number , 1 6 16 5 2 12 7 4 14 1007 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0.84 Ped -Bike Adj(A_pbT) 1.00 0.00 '' 1.00 1.00 810 1.00 1.00 1007 1.00 524 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1638 1743 1881 1900 1776 1727 1900 1879 1900 0.00 Adj Flow Rate, veh/h 315 700 114 21 720 31 23 0 40 0.0 Adj No. of Lanes 1 2 1 1 2 1 0 1 0 Initial Q Delay(d3),s/veh Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.7 Percent Heavy Veh, % 16 9 1 0 7 10 0 0 0 41.7 Cap, veh/h 810 812 392 1007 853 371 29 0 51 C Arrive On Green 0.95 0.49 0.49 0.50 025 0.25 0.05 0.00 0.05 _ Sat Flow, veh/h 1560 3312 1599 1810 3374 1468 607 0 1056 54.2 Grp Volume(v), veh/h 315 700 114 21 720 31 63 0 0 Grp Sat Flow(s),veh/h/In 1560 1656 1599 1810 1687 1468 1663 0 0 Q Serve(g_s), s 0.0 24.3 5.5 0.0 26.3 2.1 4.9 0.0 0.0 Cycle Q Clear(g_c), s 0.0 24.3 5.5 0.0 26.3 2.1 4.9 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.37 0.63 Lane Grp Cap(c), veh/h 810 812 392 1007 853 371 81 0 0 V/C Ratio(X) 0.39 0.86 0.29 0.02 0.84 0.08 0.78 0.00 '' 0.00 Avail Cap(c_a), veh/h 810 1666 804 1007 1204 524 255 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 1.7 31.2 26.4 12.8 46.1 37.1 61.2 0.0 0.0 Incr Delay (d2), s/veh 0.3 10.5 1.7 0.0 10.0 0.4 14.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 _ 0.0 0.0 %ile BackOfQ(50%),veh/In 0.7 12.1 2.6 0.3 13.5 0.9 2.6 0.0 0.0 LnGrp Delay(d),s/veh 2.0 41.7 28.1 12.8. 56.1 37.5 76.0 0.0 OA LnGrp LOS A D C B E D E Approach Vol, veh/h 1129 772 63 Approach Delay, s/veh 29.3 54.2 76.0 Approach LOS C D E Tit>iei' j 4 3 .'4 .5 6 7 8 Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 73.1 41.5 15.4 74.1 40.5 Change Period (Y+Rc), s * 8.6 * 8.6 " 9.1 ` * 8,6 * 8.6 Max Green Setting (Gmax), s * 37 * 46 * 20 * 18 * 65 Max Q Clear Time (g_c+11), s 3.0 28.3 69 2.0 26.3 Green Ext Time (p -c), s 1.0 4.5 0.2 0.9 5.6 Intersection Summary HCM 2010 Ctrl Delay 40.6 HCM 2010 LOS D Notes AM Existing Traffic Conditions Synchro 9 Report Page 14 HCM 2010 Signalized Intersection Summary 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. AM Existing Traffic Conditions Synchro 9 Report Page 15 HCM 2010 TWSC 1-. Lenoir Dr & McGhee Rd 10/13/2017 IntersecUon Major1 Major2 ' Minor1 0.377 - Conflicting Flow All 0 0 Int Delay, s/veh 4.9 586 390 Stage 1 - - - - 390 Movement EBT EBR WBL WBT NBL vd r NBR Lane Configurations "fir 6.53 6.29 +1 Y - - Traffic Vol, veh/h 267 4 34 67 16 143 Future Vol, veh/h 267 4 34 67 16 143 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - Mov Cap -2 Maneuver - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - Approach , 0 0 - Peak Hour Factor 69 69 69 69 69 69 Heavy Vehicles, % 11 0 47 31 13 9 Mvmt Flow 387 6 49 97 23 207 Major/Minor Major1 Major2 ' Minor1 0.377 - Conflicting Flow All 0 0 393 0 586 390 Stage 1 - - - - 390 - Stage 2 - - - 196 - Critical Hdwy - - 4.57 - 6.53 6.29 Critical Hdwy Stg 1 - - - - 5.53 - Critical Hdwy Stg 2 - - - - 5.53 - Follow-up Hdwy - 2.623 - 3.617 3.381 Pot Cap -1 Maneuver - - 958 - 455 643 Stage 1 - - - - 661 - Stage 2 - - - - 811 - Platoon blocked, % - - Mov Cap -1 Maneuver - - 958 - 430 643 Mov Cap -2 Maneuver - - - - 430 - Stage 1 - - - - 661 Stage 2 - - - - 767 - Approach , EB WB NB HCM Control Delay, s 0 3 14.4 HCM LOS B Minor Lane/Maior Mvmt NBLnl EBT EBR WBL WBT Capacity (veh/h) 612 - - 958 - HCM Lane V/C Ratio 0.377 - - 0.051 - HCM Control Delay (s) 14,4 - - 9 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 1:7 - - 0.2 PM Existing Traffic Conditions Synchro 9 Report Page 1 HCM 2010 TWSC 2- Welltown Rd & McGhee Rd 10/13/2017 Intersection Int Delay, s/veh 5.6 EBL EBR NBL NBT SBT SBR Lane Configurations Minor2 r + T, 620 Traffic Vol, veh/h 13 333 65 290 141 5 Future Vol, veh/h 13 333 65 290 141 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None Pot Cap -1 Maneuver None Storage Length 0 0 275 - - Veh in Median Storage, # 0 - - 0 0 Platoon blocked, % Grade, % 0 - - 0 0 864 Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 0 11 43 5 0 0 Mvmt Flow 14 366 71 319 155 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 620 158 160 0 0 Stage 1 158 - - - _ Stage 2 462 - - Critical Hdwy 6.4 6.31 453 Critical Hdwy Stg 1 5.4 - - Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.399 2.587 Pot Cap -1 Maneuver 455 864 1204 Stage 1 875 - - _ Stage 2 638 - - _ Platoon blocked, % Mov Cap -1 Maneuver 428 864 1204 - - - Mov Cap -2 Maneuver 504 - - _ Stage 1 875 Stage 2 600 - - Approach EB NB SB HCM Control Delay, s 12.2 1.5 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1204 504 864 - HCM Lane V/C Ratio 0.059 0.028 0.424 HCM Control Delay (s) 8.2 - 12.4 12.2 - HCM Lane LOS A B B HCM 95th %tile Q(veh) 0.2 - 0.1 2.1 - - PM Existing Traffic Conditions Synchro 9 Report Page 2 Queues 3: Welltown Rd/Amoco Ln & US 11 10/13/2017 Lane Group EBL EBT WBL WBT MR NBT SBL SBT Lane Group Flow (vph) 189 1659 35 1218 171 134 267 308 v/c Ratio 0.79 0.60 0.35 0.58 0.24 0.69 0.65 0.69 Control Delay 79.9 24.7 61.9 24.9 5.3 58.2 65.9 15.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 79.9 24.7 61.9 24.9 5.3 58.2 65.9 15.2 Queue Length 50th (ft) 167 408 32 362 22, 79 121 9 Queue Length 95th (ft) 249 511 67 334 41 148 162 101 Internal Link Dist (ft) 1706 509 928 1388 Turn Bay Length (ft) 525 550 385 Base Capacity (vph) 289 2763 105 2105 703 256 543 499 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.65 0.60 0.33 0.58 0.24 0.52 0.49 0.62 Intersection Summary PM Existing Traffic Conditions Synchro 9 Report Page 3 HCM Signalized Intersection Capacity Analysis 3: Welltown Rd/Amoco Ln & US 11 10/13/2017 Movement EBL EBT EBR WBL WBT WBR NBL NBT` _ NBR SBL SBT SBR Lane Configurations ttT+ ) ttt r M Traffic Volume (vph) 185 1543 83 34 1194 168 31 21 79 262 11 291 Future Volume (vph) 185 1543 83 34 1194 168 31 21 79 262 11 291 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.9 7.7 5.8 5.8 9.6 7.4 7.4 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 100 0.97 1.00 Frt 1.00 0.99 1.00 1.00 0.85 0.92 1.00 0.86 Flt Protected 0.95 100 0.95 1.00 1.00 0.99 0.95 100 Satd. Flow (prot) 1626 5002 1805 4940 1429 1694 3367 1550 Flt Permitted 0.95 1.00 0.95 1.00 1.00 099 0.95 1.00 Satd. Flow (perm) 1626 5002 1805 4940 1429 1694 3367 1550 Peak-hour factor, PHF 0.98 0,98 0.98 0.98 0.98 098 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 189 1574 85 35 1218 171 32 21 81 267 11 297 RTOR Reduction (vph) 0 3 0 0 0 94 0 41 0 0 261 0 Lane Group Flow (vph) 189 1656 0 35 1218 77 0 93 0 267 47 0 Heavy Vehicles (%) 11% 3% 1 % 0% 5% 13% 0% 0% 3% 4% 0% 5% Turn Type Prot NA Prot NA custom Split NA Split NA Protected Phases 5 1 3 3 4 4 Permitted Phases 2 6 6 Actuated Green, G (s) 20.6 74.2 5.4 59.7 59.7 127 17.1 17.1 Effective Green, g (s) 20.6 74.2 5.4 59.7 59.7 12.7 17.1 17.1 Actuated g/C Ratio 0.15 0-53 0.04 0,43 0.43 0.09 0.12 0.12 Clearance Time (s) 7.1 5.9 7.7 5.8 5.8 9.6 7.4 7.4 Vehicle Extension (s) 3.0 3.0 3 0 3.0 3.0 3-0 3.0 30 Lane Grp Cap (vph) 239 2651 69 2106 609 153 411 189 v/s Ratio Prot c0.12 002 c0.05 c0.08 0.03 v/s Ratio Perm c0.33 c0.25 0.05 v/c Ratio 079 0.62 0.51 0.58 0.13 0.61 0.65 0.25 Uniform Delay, d1 57.6 23.1 66.0 30.6 24.3 61.3 58.6 55.6 Progression Factor 1.00 1.00 084 0.72 083 1.00 1.00 1.00 Incremental Delay, d2 16.2 1.1 5.5 0.4 0.1 6.7 3.5 0.7 Delay (s) 73.8 24.2 607 22.5 20.4 67,9 62.1 56.3 Level of Service E C E C C E E E Approach Delay (s) 29.3 23.2 67.9 59.0 Approach LOS C C E E Intersection` Summary HCM 2000 Control Delay 32.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 30.6 Intersection Capacity Utilization 87.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group PM Existing Traffic Conditions Synchro 9 Report Page 4 HCM 2010 Signalized Intersection Summary 3: Welltown Rd/Amoco Ln & US 11 HCM 2010 analysis does not support custom phasing. 10/13/2017 PM Existing Traffic Conditions Synchro 9 Report Page 5 Queues 4: 1-81 SB Ramps & US 11 10/13/2017 Lane Group EBT EBR WBL WBT . SBT SBR Lane Group Flow (vph) 1313 593 232 1178 34 380 v/c Ratio 0.51 0.47 0.53 0.38 0.33 025 Control Delay 2.7 1.5 15.4 0.3 70.8 0.4 Queue Delay 0.1 0.2 0.0 0.1 0.0 0.0 Total Delay 2.8 1.7 15.4 0.5 70.8 0.4 Queue Length 50th (ft) 22 0 43 0 30 0 Queue Length 95th (ft) 130 40 98 0 67 0 Internal Link Dist (ft) 73 460 1133 Turn Bay Length (ft) 250 75 Base Capacity (vph) 2582 1260 499 3122 489 1495 Starvation Cap Reductn 236 184 0 828 0 0 Spillback Cap Reductn 54 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.56 0.55 046 0.51 0.07 0.25 Intersection Summary PM Existing Traffic Conditions Synchro 9 Report Page 6 HCM Signalized Intersection Capacity Analysis 4: 1-81 SB Ramps & US 11 10/13/2017 3L WBT WBR NBL . NBT NBR SBL SBT_ Lane Configurations tt � tt +1 f Traffic Volume (vph) 0 1287 581 227 1154 0 0 0 0 33 0 372 Future Volume (vph) 0 1287 581 227 1154 0 0 0 0 33 0 372 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 100 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 100 1.00 0.95 1.00 095 1.00 Satd. Flow (prot) 3505 1553 1787 3438 1805 1495 Flt Permitted 1.00 1.00 0.16 100 0.95 1.00 Satd. Flow (perm) 3505 1553 304 3438 1805 1495 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 &98 0.98 Adj. Flow (vph) 0 1313 593 232 1178 0 0 0 0 34 0 380 RTOR Reduction (vph) 0 0 124 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 1313 469 232 1178 0 0 0 0 0 34 380 Heavy Vehicles (%) 0% 3% 4% 1% 5% 0% 0% 0% 0% 0% 0% 8% Turn Type NA Perm pm+pt NA Perm NA Free Protected Phases 6 5 2 4 Permitted Phases 6 2 4 Free Actuated Green, G (s) 100.7 100.7 122.3 122.3 57 140.0 Effective Green, g (s) 100.7 100.7 122.3 122.3 5.7 140.0 Actuated g/C Ratio 0.72 0.72 0.87 0.87 0.04 1.00 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2521 1117 430 3003 73 1495 v/s Ratio Prot 0.37 c0.06 0.34 v/s Ratio Perm 0.30 c0.41 0.02 c0.25 v/c Ratio 0.52 0.42 0.54 0.39 0.47 0.25 Uniform Delay, d1 8.8 7.9 6.5 1.7 65.7 0.0 Progression Factor 0.21 0.18 4.14 0.00 1.00 1.00 Incremental Delay, d2 0.2 0.2 1.2 0.4 4.6 0.4 Delay (s) 2.0 1.6 28.1 0.4 70.3 0.4 Level of Service A A C A E A Approach Delay (s) 1.9 4.9 0.0 6.1 Approach LOS A A A A Intersection Summary 9 HCM 2000 Control Delay 3.5 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.55 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 67..7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group PM Existing Traffic Conditions Synchro 9 Report Page 7 HCM 2010 Signalized Intersection Summary 4: 1-81 SB Ramps & US 11 10/13/2017 .-' --,, tt 'r -*--- tt 41 t 7* ?" Traffic Volume (veh/h) 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r I tt +1 ?" Traffic Volume (veh/h) 0 1287 581 227 1154 0 0 0 0 33 0 372 Future Volume (veh/h) 0 1287 581 227 1154 0 0 0 0 33 0 372 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 100 1.00 1.00 1.00 1.00 1 00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1845 1827 1881 1810 0 1900 1900 1759 Adj Flow Rate, veh/h 0 1313 0 232 1178 0 34 0 0 Adj No. of Lanes 0 2 1 1 2 0 0 1 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 3 4 1 5 0 8 0 8 Cap, veh/h 0 2825 1252 412 3053 0 47 0 39 Arrive On Green 000 0.81 0.00 0.04 0.89 0.00 0.03 0.00 :; 0.00 Sat Flow, veh/h 0 3597 1553 1792 3529 0 1810 0 1495 Grp Volume(v), veh/h 0 1313 0 232 1178 0 34 0 0 Grp Sat Flow(s),veh/h/In 0 1752 1553 1792 1719 0 1810 0 1495 Q Serve(g_s), s 0.0 16.3 0.0 2.9 8.2 0.0 2.6 0.0 0.0 Cycle Q Clear(g_c), s 0.0 16.3 0.0 2.9 8.2 0.0 2.6 0.0 0.0 Prop In Lane 0.00 1.00 100 0.00 1.00 1Z Lane Grp Cap(c), veh/h 0 2825 1252 412 3053 0 47 0 39 V/C Ratio(X) 0.00 0.46 0.00 0.56 0.39 0.00 0.,72 0.00 0.00 Avail Cap(c_a), veh/h 0 2825 1252 611 3053 0 491 0 406 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1,00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.86 0.86 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 42 0.0 4.2 13 0.0 67.7 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 1.0 0.3 0.0 18.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 7.7 0.0 2.6 3.9 0.0 1.5 0.0 0.0 LnGrp Delay(d),s/veh 0.0 4.3 0.0 5.3 1.7 0.0 85.9 0.0 00 LnGrp LOS A A A F Approach Vol, veh/h 1313 1410 34 Approach Delay, s/veh 4.3 2.2 85.9 Approach LOS A A F Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 130.3 9.7 11.5 118.9 Change Period (Y+Rc), s 60 6.0 6.0 6.0 Max Green Setting (Gmax), s 90.0 38.0 21.0 63.0 Max Q Clear Time (g_c+11), s 10.2 4.6 4.9 18.3 Green Ext Time (p -c), s 40.1 0.1 0.6 29.2 tntersec6ori Summary HCM 2010 Ctrl Delay 4.3 HCM 2010 LOS A PM Existing Traffic Conditions Synchro 9 Report Page 8 Queues 5: 1-81 NB Ramp & US 11 10/13/2017 --* 4— Lane 'Group EBT WBT NBL NBR Lane Group Flow (vph) 1361 884 540 310 v/c Ratio 0.56 0.35 0.75 0.80 Control Delay 4.9 7.0 56.8 58.0 Queue Delay 0.1 0.3 0.0 1.8 Total Delay 5.0 7.3 56.8 59.8 Queue Length 50th (ft) 19 63 240 231 Queue Length 95th (ft) 266 73 275 313 Internal Link Dist (ft) 460 138 842 Turn Bay Length (ft) 450 450 Base Capacity (vph) 2447 2495 1076 553 Starvation Cap Reductn 137 940 0 0 Spillback Cap Reductn 208 0 0 118 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0 61 0.57 0.50 0.71 Intersection Summary PM Existing Traffic Conditions Synchro 9 Report Page 9 HCM Signalized Intersection Capacity Analysis 5: 1-81 NB Ramp & US 11 10/13/2017 Movement EBT EBR WBL WBT NBL NBR Lane Configurations ff HCM 2000 Volume to Capacity ratio tt Actuated Cycle Length (s) r Traffic Volume (vph) 1320 0 0 857 524 301 Future Volume (vph) 1320 0 0 857 524 301 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 Lane Util Factor 095 095 0.97 1.00 Frt 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0,95 1.00 Satd. Flow (prot) 3505 3574 3242 1568 Flt Permitted 1.00 1.00 0.95 100 Satd. Flow (perm) 3505 3574 3242 1568 Peak -hour factor, PHF 0.97 0.97 0.97 097 0.97 0.97 Adj. Flow (vph) 1361 0 0 884 540 310 RTOR Reduction (vph) 0 0 0 0 0 38 Lane Group Flow (vph) 1361 0 0 884 540 272 Heavy Vehicles (%) 3% 0% 0% 1 % 8% 3% Turn Type NA NA Prot Perm Protected Phases 2 6 4 Permitted Phases 4 Actuated Green, G (s) 97.8 97.8 31.2 31.2 Effective Green, g (s) 97.8 97.8 31.2 31.2 Actuated g/C Ratio 0.70 070 022 0.22 Clearance Time (s) 5.5 5.5 5.5 5.5 Vehicle Extension (s) 30 3.0 3.0 3.0 Lane Grp Cap (vph) 2448 2496 722 349 v/s Ratio Prot c0.39 0.25 017 v/s Ratio Perm c0.17 v/c Ratio 0.56 035 0.75 0.78 Uniform Delay, d1 10.4 8.5 50.7 51.2 Progression Factor 036 0.72 1.00 100 Incremental Delay, d2 0.8 0.1 4.2 10.5 Delay (s) 4.5 6.1 55.0 61.7 Level of Service A A D E Approach Delay (s) 4.5 6.1 57.4 Approach LOS A A E Intersection Summary HCM 2000 Control Delay 19.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.61 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 11.0 Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group PM Existing Traffic Conditions Synchro 9 Report Page 10 HCM 2010 Signalized Intersection Summary 5: 1-81 NB Ramp & US 11 10/13/2017 Movement EBT EBR WBL WBT NBL NBR Lane Configurations t+ tt 1) r Traffic Volume (veh/h) 1320 0 0 857 524 301 Future Volume (veh/h) 1320 0 0 857 524 301 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 100 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1845 0 0 1881 1759 1845 Adj Flow Rate, veh/h 1361 0 0 884 540 310 Adj No of Lanes 2 0 0 2 2 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 0 0 1 8 3 Cap, veh/h 2436 0 0 2484 736 355 Arrive On Green 0.70 000 0.00 0.23 0.23 0.23 Sat Flow, veh/h 3689 0 0 3762 3250 1568 Grp Volume(v), veh/h 1361 0 0 884 540 310 Grp Sat Flow(s),veh/h/In 1752 0 0 1787 1625 1568 Q Serve(g_s), s 27.1 0.0 0.0 29.1 21.6 26.7 Cycle Q Clear(g_c), s 27.1 0.0 0.0 29.1 21.6 26.7 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 2436 0 0 2484 736 355 V/C Ratio(X) 0.56 0.00 0.00 036 0.73 0.87 Avail Cap(c_a), veh/h 2436 0 0 2484 1080 521 HCM Platoon Ratio 1.00 1.00 1.00 0.33 1.00 1.00 Upstream Filter(I) 0.85 0.00 0.00 0.91 1.00 1.00 Uniform Delay (d), s/veh 10.6 0.0 0.0 27.6 50.2 52.2 Incr Delay (d2), s/veh 0.8 0.0 0.0 0.1 1.4 10.8 Initial Q Delay(d3),s/veh 0.0 00 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 13.3 0.0 0.0 14.4 9.8 12.6 LnGrp Delay(d),s/veh 11.4 0.0 0.0 27.7 51.7 63.0 LnGrp LOS B C D E Approach Vol, veh/h 1361 884 850 Approach Delay, s/veh 11.4 27.7 55.8 Approach LOS B C E Timer 1 3 4 5 6 .1 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 102.8 37.2 102.8 Change Period (Y+Rc), s 5.5 5.5 5.5 Max Green Setting (Gmax), s 82.5 46.5 82.5 Max Q Clear Time (g_c+ll), s 29.1 28.7 31.1 Green Ext Time (p -c), s 28.0 3.0 27.5 Intersection Summary HCM 2010 Ctrl Delay 28.3 HCM 2010 LOS C PM Existing Traffic Conditions Synchro 9 Report Page 11 Queues 6: Redbud Rd/1-81 NB Ramp & US 11 EBL EBT 10/13/2017 .,* , --- A, I Lane Group EBL EBT EBR WBL WBT WBR NBT Lane Group Flow (vph) 483 1122 83 32 765 85 164 v/c Ratio 081 0.49 0.08 0.10 0.41 0.09 072 Control Delay 30.0 6.5 0.1 9.3 24.4 0.2 72.9 Queue Delay 0.6 0.4 0.3 0.0 0-0 0.0 0.0 Total Delay 30.6 6.8 0.5 9.3 24.4 0.2 72.9 Queue Length 50th (ft) 142 134 0 7 219 0 139 Queue Length 95th (ft) 332 134 0 18 367 0 210 Internal Link Dist (ft) 138 1843 1091 Turn Bay Length (ft) 130 75 150 275 Base Capacity (vph) 882 2314 1075 407 1850 931 296 Starvation Cap Reductn 145 591 695 0 0 0 0 Spillback Cap Reductn 0 0 0 0 110 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.66 0.65 0.22 0.08 0.44 0.09 0.55 Intersection Summary PM Existing Traffic Conditions Synchro 9 Report Page 12 HCM Signalized Intersection Capacity Analysis 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 -0. ¢� -+- t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ft r 0 r + Traffic Volume (vph) 464 1077 80 31 734 82 123 7 28 0 0 0 Future Volume (vph) 464 1077 80 31 734 82 123 7 28 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 11.6 8.6 8.6 8.6 8.6 8.6 9.1 Lane Util. Factor 1.00 0.95 1.00 100 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 0.98 Flt Protected 0.95 1.00 100 0.95 1,00 100 0.96 Satd. Flow (prot) 1805 3574 1599 1703 3539 1615 1758 Flt Permitted 0.31 1.00 1.00 0.19 1.00 1.00 0.96 Satd. Flow (perm) 585 3574 1599 341 3539 1615 1758 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 483 1122 83 32 765 85 128 7 29 0 0 0 RTOR Reduction (vph) 0 0 32 0 0 43 0 6 0 0 0 0 Lane Group Flow (vph) 483 1122 51 32 765 42 0 158 0 0 0 0 Heavy Vehicles (%) 0% 1 % 1 % 6% 2% 0% 2% 0% 0% ` 0% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Protected Phases 1 6 5 2 4 Permitted Phases 6 6 2 2 4 Actuated Green, G (s) 104.5 86.5 86.5 79.1 69.7 69.7 17.8 Effective Green, g (s) 101.5 86.5 86.5 79.1 69.7 69.7 17.8 Actuated g/C Ratio 0.72 062 0.62 0.56 0.50 050 0.13 Clearance Time (s) 8.6 8.6 8.6 8.6 8.6 8.6 9.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 30 3.0 3.0 Lane Grp Cap (vph) 626 2208 987 284 1761 804 223 v/s Ratio Prot c0.13 0.31 0.01 0.22 v/s Ratio Perm c0.43 0.03 0.06 0.03 0.09 v/c Ratio 0.77 0.51 0.05 0.11 0,43 0.05 0.71 Uniform Delay, d1 21.8 14.9 10.6 23.6 22.5 18.1 58.6 Progression Factor 0.87 0.36 0.00 1.00 1.00 100 1.00 Incremental Delay, d2 5.0 0.7 0.1 0.2 0.8 0.1 9.8 Delay (s) 24.0 6.1 0.1 23.8 23.3 18.2 68.4 Level of Service C A A C C B E Approach Delay (s) 10.9 22.8 68.4 0.0 Approach LOS B C E A Intersection Summary, _ HCM 2000 Control Delay 18.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 29.3 Intersection Capacity Utilization 79.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group PM Existing Traffic Conditions Synchro 9 Report Page 13 HCM 2010 Signalized Intersection Summary 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 -- Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r Traffic Volume (veh/h) 464 1077 80 31 734 82 123 7 28 0 0 0 Future Volume (veh/h) 464 1077 80 31 734 82 123 7 28 0 0 0 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1 00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1881 1881 1792 1863 1900 1900 1871 1900 Adj Flow Rate, veh/h 483 1122 83 32 765 85 128 7 29 Adj No. of Lanes 1 2 1 1 2 1 0 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 1 1 6 2 0 0 0 0 Cap, veh/h 848 1233 552 662 895 408 149 8 34 Arrive On Green 0.86 0.69 0.69 0.36 0.25 0.25 0.11 0.11 011 Sat Flow, veh/h 1810 3574 1599 1707 3539 1615 1364 75 309 Grp Volume(v), veh/h 483 1122 83 32 765 85 164 0 0 Grp Sat Flow(s),veh/h/In 1810 1787 1599 1707 1770 1615 1748 0 0 Q Serve(g_s), s 0.0 36.6 2.5 0.0 28.8 5.8 12.9 00 0.0 Cycle Q Clear(g_c), s 0.0 36.6 2.5 0.0 28.8 5.8 12.9 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.78 0.18 Lane Grp Cap(c), veh/h 848 1233 552 662 895 408 191 0 0 WC Ratio(X) 0.57 091 0.15 0.05 0.85 0.21 0.86 0.00 0.00 Avail Cap(c_a), veh/h 848 1848 827 662 1148 524 286 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 100 1.00 Upstream Filter(I) 0.77 0.77 0.77 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 5.6 19-9 14.6 28.9 49.9 41.2 61.3 0.0 0.0 Incr Delay (d2), s/veh 0.7 9.2 0.4 0.0 10.2 1.2 15.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 %ile BackOfQ(50%),veh/In 2.9 19.0 1.2 0.8 15.4 2.7 7.0 0.0 0.0 LnGrp Delay(d),s/veh 6.3 29.1 15.0 28.9 60.1 424 76.4 0.0 00 LnGrp LOS A C B C E D E Approach Vol, veh/h 1688 882 164 Approach Delay, s/veh 21.9 57.3 76.4 Approach LOS C E E Timer ° 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 71.6 44.0 24.4 58.7 56.9 Change Period (Y+Rc), s * 8.6 * 8.6 * 9.1 * 8.6 8.6 Max Green Setting (Gmax), s * 45 * 45 * 23 * 18 * 72 Max Q Clear Time (g_c+I1), s 3.0 30.8 14.9 2.0 38.6 Green Ext Time (p -c), s 1.6 4.6 0.4 1.5 9.7 a� HCM 2010 Ctrl Delay 36.6 HCM 2010 LOS D Notes PM Existing Traffic Conditions Synchro 9 Report Page 14 HCM 2010 Signalized Intersection Summary 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. PM Existing Traffic Conditions Synchro 9 Report Page 15 Appendix C evei +?' --. 'ire?=i 'iiio�^� Stonewall IV December 2017 Appendix C APPENDIX C LEVEL -OF -SERVICE CONCEPT Level of service (LOS) is a concept developed to quantify the degree of comfort (including such elements as travel time, number of stops, total amount of stopped delay, and impediments caused by other vehicles) afforded to drivers as they travel through an intersection or roadway segment. Six grades are used to denote the various level of service from "A" to "F".1 The six level -of -service grades are described qualitatively for signalized intersections in Table C1. Additionally, Table C2 identifies the relationship between level of service and average control delay per vehicle. Control delay is defined to include initial deceleration delay, queue move -up time, stopped delay, and final acceleration delay. Using this definition, Level of Service "D" is generally considered to represent the minimum acceptable design standard. Table C1 Level -of -Service Definitions (Signalized Intersections) Most of the material in this Appendix is adapted from the Transportation Research Board, Highway Capacity Manual, (2000). 1 Most of the material in this Appendix is adapted from the Transportation Research Board, Highway Capacity Manual, (2010). Atte son ct Associates, Inc. r . Very low average control delay, less than 10 seconds per vehicle. This occurs when progression is extremely favorable, A and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. Average control delay is greater than 10 seconds per vehicle and less than or equal to 20 seconds per vehicle. This B generally occurs with good progression and/or short cycle lengths. More vehicles stop than for a level of service A, causing higher levels of average delay. Average control delay is greater than 20 seconds per vehicle and less than or equal to 35 seconds per vehicle. These higher delays may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear C at this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. Average control delay is greater than 35 seconds per vehicle and less than or equal to 55 seconds per vehicle. The influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable 0 progression, long cycle length, or high volume/capacity ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. I1 Average control delay is greater than 55 seconds per vehicle and less than or equal to 80 seconds per vehicle. This is uusually considered to be the limit of acceptable delay. These high delay values generally (but not always) indicate poor E progression, long cycle lengths, and high volume/capacity ratios. Individual cycle failures are frequent occurrences. control delay is in excess of 80 seconds per vehicle. This is considered to be unacceptable to most drivers. This condition often occurs with oversaturation. It may also occur at high volume/capacity ratios below 1.0 with many F7Average individual individual cycle failures. Poor progression and long cycle lengths may also contribute to such high delay values. Most of the material in this Appendix is adapted from the Transportation Research Board, Highway Capacity Manual, (2000). 1 Most of the material in this Appendix is adapted from the Transportation Research Board, Highway Capacity Manual, (2010). Atte son ct Associates, Inc. r . Stonewall IV Appendix C December 2017 Table C2 Level -of -Service Criteria for Signalized Intersections I A <10.0 B >10 and (20 C >20 and (35 D >35 and (55 E >55 and (80 F >80 t Ill Unsignalized intersections include two-way stop -controlled (TWSC) and all -way stop -controlled (AWSC) intersections. The 2010 Highway Capacity Manual (HCM) provides models for estimating control delay at both TWSC and AWSC intersections. A qualitative description of the various service levels associated with an unsignalized intersection is presented in Table C3. A quantitative definition of level of service for unsignalized intersections is presented in Table C4. Using this definition, Level of Service "E" is generally considered to represent the minimum acceptable design standard. Table C3 Level -of -Service Criteria for Unsignalized Intersections Average DeJaV per Vehide to Moor Street • Nearly all drivers find freedom of operation. A • Very seldom is there more than one vehicle in queue. • Some drivers begin to consider the delay an inconvenience. B • Occasionally there is more than one vehicle in queue. • Many times there is more than one vehicle in queue. C • Most drivers feel restricted, but not objectionably so. • Often there is more than one vehicle in queue. D • Drivers feel quite restricted. • Represents a condition in which the demand is near or equal to the probable maximum number of vehicles that can be accommodated by the movement. E • There is almost always more than one vehicle in queue. • Drivers find the delays approaching intolerable levels. • Forced flow. F • Represents an intersection failure condition that is caused by geometric and/or operational constraints external to the intersection. Kittelson & Associates, Inc. C2 Appendix E in -:Process D -, E rpmc It Trip Assignment Stonewo///V norwmhor 9n97 N 861 2 81 'Li CCti Q -0P0 / 863 JESSICq LN O QP C30 F-732 3 862 F-732 C� ATG 661 SITE O� 0 839 G� q,Li O PACTIV 37 ' WINCHESTER BYPASS 11 O c m v NO TRIPS ASSOCIATED WITH THIS INTERSECTION NO TRIPS ASSOCIATED WITH THIS INTERSECTION 22 —0- 13 3 Aft �11 22 —� F 613 � 33 —� f— 19 51 —►-19 2020 Rutherford Crossing In -Process Trips Figure Weekday AM Peak Hour E1 Frederick County. 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SITE O� 839 G� q� O PAC IV 37 f WINCHESTER BYPASS 11 Q r NO TRIPS ASSOCIATED WITH THIS INTERSECTION NO TRIPS ASSOCIATED WITH THIS INTERSECTION 54 — IN 01` _ - a 54 —♦ 87 —� 131 —► 2020 Greystone I.P. In -Process Trips Figure Weekday AM Peak Hour E7 Frederick County, Virginia N b inewo///V December2017 n N 861 _ 81 863 �cCyF JESSICA LN o pP� QP J F -732 3 862 F-732 Citi TG O� l 661 I SITE 839 o��OQ- G� q� PACTIV CO�� 37 WINCHESTER BYPASS 11 4 A NO TRIPS ASSOCIATED NO TRIPS ASSOCIATED 2 —� 40 WITH THIS INTERSECTION WITH THIS INTERSECTION pJN 32 2---f- 40 4 --- IIN- 64 9 64 �P4 �1 2020 Greystone I.P. In -Process Trips Figure Weekday PM Peak Hour E8 Frederick County, Virginia mewa///V December2017 N 861 81 2 ccy oP0 � 863� JESSICA LN O QP �g0F-732 3 862 F-732 C� ATG 661 SITE O� 839 G� q,Li O PA 'FIV 37 WINCHESTER BYPASS 11 Q NO TRIPS ASSOCIATED NO TRIPS ASSOCIATED r WITH THIS INTERSECTION WITH THIS INTERSECTION 13 54 t� r a i r 20 , 25 --E+ .4-30 20 5 ---► 6 5 —► 4 6 1 N 2026 Amoco Lane In -Process Trips Figure Weekday AM Peak Hour E9 Frederick County, Virginia onewa///V December2017 a a N 861 81 �CCy�� pP0 863 JESSICq LN •Q� OQ.. W �4t , 3 �C30� F-732 862 F-732 �G 661 SITE 839 O p��0� O CO<ti PACTIV 37 �. WINCHESTER BYPASS 11 O NO TRIPS ASSOCIATED NO TRIPS ASSOCIATED WITH THIS INTERSECTION WITH THIS INTERSECTION 10 40 o r e� ® �D O 16� 21 f-22 21---*- �4-4 5 4 16� m 2026 Amoco Lane In -Process Trips Figure Weekday PM Peak Hour E10 Frederick County, Virginia onewa///V Recery her 7097 N 861 c 81 oQ0 �c z �� 863 c,S JESSICq I- O QP �g F-732 ssz F-732 Q�� TG 661 SITE O� e 839 O O� qli O PACTIv 37 WINCHESTER BYPASS 11 NO TRIPS ASSOCIATED NO TRIPS ASSOCIATED 8 WITH THIS INTERSECTION WITH THIS INTERSECTION 144 --- 11� F 9 e Y J 3 1.17 1 No `a'— 9 231 --- go- f— 14 347---*- 4-14 �5 �2 r co N 2026 Greystone I.P. in -Process Trips I Figure Weekday AM Peak Flour Ell Frederick County, Virginia wewo///V December2017 C a= a N 861 � 81 pP 863 'LICCy JESSICq LN O QP CjO F-732 L 862 F•732 Citi �G 661 SITE 839 O p��0� O CO�� PACTIV 37 WINCHESTER BYPASS 11 ONOTRIPSASSOCIATED NO TRIPS ASSOCIATED 112 WITH THIS INTERSECTION v 89 19---0. 5-112 30 --- Do- 4— 179 45 179 67 ,e,-22 � v 2026 Greystone I.P. In -Process Trips Figure Weekday PM Peak Flour E12 Frederick County, Virginia Appendix F LLE -020 Backgl,-00rd Traf Conditions Leve{ of Secv".. worksheets HCM 2010 TWSC 1: Lenoir Dr & McGhee Rd 10/13/2017 Intersection Int Delay, s/veh 2.4 Movement EBT EBR WBL 41ST NBL NBR Lane Configurations T+ HCM Lane LOS B - +T HCM 95th %tile Q(veh) 0.4 - Traffic Vol, veh/h 112 9 81 285 10 59 Future Vol, veh/h 112 9 81 285 10 59 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length _ 0 Veh in Median Storage, # 0 - 0 0 Grade, % 0 - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 52 33 12 13 30 44 Mvmt Flow 122 10 88 310 11 64 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 132 0 613 127 Stage 1 - - - - 127 - Stage 2 - - - 486 - Critical Hdwy - - 4.22 6.7 664 Critical Hdwy Stg 1 - - - 5.7 - Critical Hdwy Stg 2 - - - 5.7 - Follow-up Hdwy - - 2.308 3.77 3.696 Pot Cap -1 Maneuver - - 1394 - 413 822 Stage 1 - - - 834 - Stage 2 - - - 564 - Platoon blocked, % - - _ Mov Cap -1 Maneuver - - 1394 - 382 822 Mov Cap -2 Maneuver - _ 382 - Stage 1 - - - 834 Stage 2 - - 521 Approach EB WB NB HCM Control Delay, s 0 1.7 10.7 HCM LOS R Minor Lane/Major MV�';�", NS `? EBS EBR WK WBT Capacity (veh/h) 704 - 1394 -P HCM Lane V/C Ratio 0.107 - 0.063 HCM Control Delay (s) 10.7 - 7.8 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.4 - 0.2 - AM 2020 No -Build Traffic Conditions Synchro 9 Report Page 1 HCM 2010 TWSC 2: Welltown Rd & McGhee Rd 10/13/2017 Intersection Int Delay, s/veh 5.9 EBL EBR NBL NBT Lane Configurations .r r t Conflicting Flow All 1101 Traffic Vol, veh/h 1 148 341 109 217 9 Future Vol, veh/h 1 148 341 109 217 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None Pot Cap -1 Maneuver None Storage Length 0 0 275 - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 53 11 13 0 0 Mvmt Flow 1 161 371 118 236 10 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1101 241 246 0 0 Stage 1 241 - - - - Stage 2 860 - - Critical Hdwy 6.4 6.73 4.21 - Critical Hdwy Stg 1 5.4 - - - Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.777 2.299 Pot Cap -1 Maneuver 237 687 1269 - - Stage 1 804 - - - Stage 2 418 - - - - Platoon blocked, % - - Mov Cap -1 Maneuver 168 687 1269 - - Mov Cap -2 Maneuver 251 - - Stage 1 804 - - Stage 2 296 - Approach EB NB SB HCM Control Delay, s 11.9 6.8 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLnI _ SBR. '. Capacity (veh/h) 1269 251 687 HCM Lane V/C Ratio 0.292 0.004 0.234 - - HCM Control Delay (s) 9 - 194 11.8 - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 1.2 - 0 0.9 - AM 2020 No -Build Traffic Conditions Synchro 9 Report Paqe 2 Queues I Welltown Rd/Amoco Ln & US 11 10/13/2017 ' -?_ 4-- t , Lane Group EBL EST WBL WBT WBR NBT SBL SBT Lane Group Flow (vph) 247 1465 88 1288 243 126 210 288 v/c Ratio 0.87 0.70 0.49 0.70 0.35 0.68 0.65 0.71 Control Delay 80.1 31.6 63.5 32.3 5.8 59.5 64.6 18.1 Queue Delay 0.0 0 0 0 0 0.0 0 0 0.0 0.0 0.0 Total Delay 80.1 31.6 63.5 32.3 5.8 59.5 64.6 18.1 Queue Length 50th (ft) 201 371 72 362 36 78 88 15 Queue Length 95th (ft) #333 442 #151 397 58 142 128 109 Internal Link Dist (ft) 1706 480 928 1388 Turn Bay Length (ft) 525 325 385 Base Capacity (vph) 309 2093 178 1845 687 248 391 437 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.80 0.70 0.49 0.70 0.35 0.51 0.54 0.66 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. AM 2020 No -Build Traffic Conditions Synchro 9 Report Page 3 HCM Signalized Intersection Capacity Analysis 3: Welltown Rd/Amoco Ln & US 11 10/13/2017 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBS, SBT SBR Lane Configurations +tt r 4+ '4 Traffic Volume (vph) 227 1276 72 81 `' 1185 224 32 27 57 193 18 247 Future Volume (vph) 227 1276 72 81 1185 224 32 27 57 193 18 247 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.9 7.7 5.8 5.8 9.6 7.4 7.4 Lane Util Factor 1.00 0.91 1.00 0.91 100 1.00 0.97 1.00 Frt 1.00 0.99 1.00 1.00 0.85 0.93 1.00 0.86 At Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 " 1.00 Satd. Flow (prot) 1656 4645 1752 4803 1417 1602 2824 1494 Flt Permitted 0.95 1.00 0.95 100 1.00 0.99 0.95 1.00 Satd. Flow (perm) 1656 4645 1752 4803 1417 1602 2824 1494 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 092 0.92 Adj. Flow (vph) 247 1387 78 88 1288 243 35 29 62 210 20 268 RTOR Reduction (vph) 0 4 0 0 0 143 0 28 0 0 237 0 Lane Group Flow (vph) 247 1461 0 88 1288 100 0 98 0 210 51 0 Heavy Vehicles (%) 9% 11% 7% 3% 8% 14% 0% 8% 15% 24% 29% 8% Turn Type Prot NA Prot NA custom Split NA Split NA Protected Phases 5 1 3 3 4 4 Permitted Phases 2 6 6 Actuated Green, G (s) 22.4 58.5 13.2 50.0 50.0 12.9 14.8 14.8 Effective Green, g (s) 22.4 58.5 13.2 50.0 50.0 12.9 14.8 14.8 Actuated g/C Ratio 0.17 0.45 0.10 0.38 0.38 0.10 0.11 0.11 Clearance Time (s) 7.1 5.9 7.7 5.8 5.8 9.6 7.4 7.4 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 285 2090 177 1847 545 158 321 170 v/s Ratio Prot c0.15 0.05 c0.06 c0.07 0.03 v/s Ratio Perm c0.31 0.27 0.07 v/c Ratio 0.87 0.70 0.50 0.70 0.18 0.62 0.65 0.30 Uniform Delay, d1 52.3 28.7 55.3 33.6 26.5 56.2 55.1 52.8 Progression Factor 1.00 1.00 0.96 0.85 0.91 1.00 1.00 1.00 Incremental Delay, d2 23.0 2.0 2.0 1.1 0.2 7.4 4.7 1.0 Delay (s) 75.4 30.7 55.3 29.6 24.3 63.6 59.9 53.8 Level of Service E C E C C E E D Approach Delay (s) 37.1 30.2 63.6 56.4 Approach LOS D C E E Intersection Summar: HCM 2000 Control Delay 37.5 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 30.6 Intersection Capacity Utilization 83.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group AM 2020 No -Build Traffic Conditions Synchro 9 Report Page 4 HCM 2010 Signalized Intersection Summary 3: Welltown Rd/Amoco Ln & US 11 10/13/2017 HCM 2010 analysis does not support custom phasing. AM 2020 No -Build Traffic Conditions Synchro 9 Report Page 5 Queues 4. 1-81 SB Ramps & US 11 10/13/2017 Lana Group EBT J EBR WBL WBT SBT, SBR Lane Group Flow (vph) 1055 673 266 1163 98 618 v/c Ratio 0.51 0.60 0.60 0.43 0.58 0.41 Control Delay 2.6 5.6 13.3 3.5 69.0 0.8 Queue Delay 0.0 0.7 0.0 0.2 0.0 0.0 Total Delay 2.6 6.3 13.3 3.7 69.0 0.8 Queue Length 50th (ft) 22 92 27 171 80 0 Queue Length 95th (ft) 101 157 92 76 135 0 Internal Link Dist (ft) 103 460 1133 Turn Bay Length (ft) 250 75 Base Capacity (vph) 2084 1124 505 2705 502 1509 Starvation Cap Reductn 0 184 0 598 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.51 0.72 0.53 0.55 0.20 0.41 Intersection Summary AM 2020 No -Build Traffic Conditions Synchro 9 Report Page 6 HCM Signalized Intersection Capacity Analysis 4-11-81 SB Ramps & US 11 10/13/2017 Movement EBL' EBT EBR WBL WBT ' WBR NBL NBT NBR SBL SBT SBR Lane Configurations ft if tt 4 Traffic Volume (vph) 0 971 619 245 1070 0 0 0 0 90 0 569 Future Volume (vph) 0 971 619 245 1070 0 0 0 0 90 0 569 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 100 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0:95 1.00 Satd. Flow (prot) 3282 1417 1612 3343 1719 1509 Fit Permitted 1.00 1.00 0.21 1.00 0.95 1.00 Satd. Flow (perm) 3282 1417 350 3343 1719 1509 Peak -hour factor, PHF 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 1055 673 266 1163 0 0 0 0 98 0 618 RTOR Reduction (vph) 0 0 225 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 1055 448 266 1163 0 0 0 0 0 98 618 Heavy Vehicles (%) 0% 10% 14% 12% 8% 0% 0% 0% 0% 5% 0% 7% Turn Type NA Perm pm+pt NA Perm NA Free Protected Phases 6 5 2 4 Permitted Phases 6 2 4 Free Actuated Green, G (s) 82.6 82.6 105.2 105.2 12.8 130.0 Effective Green, g (s) 82.6 82.6 105.2 105.2 12.8 130.0 Actuated g/C Ratio 0.64 0.64 '` 0.81 0.81 0.10 1.00 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3 0 Lane Grp Cap (vph) 2085 900 444 2705 169 1509 v/s Ratio Prot 0.32 c0.08 0.35 v/s Ratio Perm 0.32 c0.41 0.06 c0.41 v/c Ratio 0.51 0.50 0.60 0.43 0.58 0.41 Uniform Delay, d1 12.7 12.6 6.9 3.6 56.0 0.0 Progression Factor 0.13 1,81 1.98 0.77 1.00 1.00 Incremental Delay, d2 0.1 0.3 2.0 0.5 4.8 0.8 Delay (s) 1.8 23.2 15.7 3.3 60.8 0.8 Level of Service A C B A E A Approach Delay (s) 10.2 5.6 0.0 9.0 Approach LOS B A A A Intersection Summate HCM 2000 Control Delay 8.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group AM 2020 No -Build Traffic Conditions Synchro 9 Report Page 7 HCM 2010 Signalized Intersection Summary 4: 1-81 SB Ramps & US 11 10/13/2017 Movement EBL EBT EBR ' WBL WBT ' WBR NBL NBT NBR SBL SBT SBR Lane Configurations ff r ' If +1 r Traffic Volume (veh/h) 0 971 1 619 245 1070 0 0 0 0 90 0 569 Future Volume (veh/h) 0 971 619 245 1070 0 0 0 0 90 0 569 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1 00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1727 1667 1696 1759 0 1900 1810 1776 Adj Flow Rate, veh/h 0 1055 0 266 1163 0 98 0 0 Adj No. of Lanes 0 2 1 1 2 0 0 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh. % 0 10 14 12 8 0 7 0 7 Cap, veh/h 0 2394 1033 443 2790 0 126 0 110 Arrive On Green 0.00 0.73 0.00 0.06 0.83 0.00 0.07 000 0.00 Sat Flow, veh/h 0 3368 1417 1616 3431 0 1723 0 1509 Grp Volume(v), veh/h 0 1055 0 266 1163 0 98 0 0 Grp Sat Flow(s),veh/h/In 0 1641 1417 1616 1671 0 1723 0 1509 Q Serve(g_s), s 0,0 16.7 0.0 5.0 11.5 0.0 7.3 0.0 0.0 Cycle Q Clear(g_c), s 0.0 16.7 0.0 5.0 11.5 0.0 7.3 0.0 0.0 Prop In Lane 000 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2394 1033 443 2790 0 126 0 110 V/C Ratio(X) 0.00 0.44 0.00 060 0.42 0.00 0.78 0.00 0.00 Avail Cap(c_a), veh/h 0 2394 1033 621 2790 0 504 0 441 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.84 0.84 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 7.0 0.0 6.0 2.7 0.0 59.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 1.1 0.4 0.0 9.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 7.5 0.0 3.1 5.3 0.0 3.8 0.0 0.0 LnGrp Delay(d),s/veh 0.0 7.1 0.0 7.1 3.1 0.0 69.1 0.0 0.0 LnGrp LOS A A A E Approach Vol, veh/h 1055 1429 98 Approach Delay, s/veh 7.1 3.8 69.1 Approach LOS A A E ri;.ier 3 4 ` 5 6 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 114.5 15.5 13.7 100.8 Change Period (Y+Rc), s 6.0 6.0 6.0 , 6.0 Max Green Setting (Gmax), s 80.0 38.0 22.0 52.0 Max Q Clear Time (g_c+ll ), s 13.5 9.3 7.0 18.7 Green Ext Time (p -c), s 30.1 0.5 0.7 21.1 tntersedon Summary HCM 2010 Ctrl Delay 7.7 HCM 2010 LOS A AM 2020 No -Build Traffic Conditions Synchro 9 Report Page 8 Queues 460 138 842 5: 1-81 NB Ramp & US 11 Turn Bay Length (ft) 10/13/2017 450 450 Base Capacity (vph) 2223 Lane Group EBT WBT NBL NBR Lane Group Flow (vph) 1136 893 536 313 v/c Ratio 0.51 0.38 074 0.79 Control Delay 4.1 0.8 52.2 50.0 Queue Delay 00 0.1 0.0 0.0 Total Delay 4.1 0.9 52.2 50.0 Queue Length 50th (ft) 64 4 220 198 Queue Length 95th (ft) 52 4 251 278 Internal Link Dist (ft) 460 138 842 Turn Bay Length (ft) 450 450 Base Capacity (vph) 2223 2328 1118 571 Starvation Cap Reductn 24 385 0 0 Spillback Cap Reductn 41 0 0 0 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.52 0.46 0.48 0.55 Intersection Summary AM 2020 No -Build Traffic Conditions Synchro 9 Report Page 9 HCM Signalized Intersection Capacity Analysis 5: 1-81 NB Ramp & US 11 10/13/2017 Movement EST EBR WBL WBT NBL NBR Lane Configurations +i 15 c Critical Lane Group tt ' Traffic Volume (vph) 1045 0 0 822 493 288 Future Volume (vph) 1045 0 0 822 493 288 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 Lane Util. Factor 0.95 0.95 0,97 1.00 Frt 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3252 3406 3127 1468 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3252 3406 3127 1468 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1136 0 0 893 536 313 RTOR Reduction (vph) 0 0 0 0 0 55 Lane Group Flow (vph) 1136 0 0 893 536 258 Heavy Vehicles (%) 11% 0% 0% 6% 12% 10% Turn Type NA NA Prot Perm Protected Phases 2 6 4 Permitted Phases 4 Actuated Green, G (s) 88.9 88.9 30.1 30.1 Effective Green, g (s) 88.9 88.9 30.1 30.1 Actuated g/C Ratio 0.68 0.68 0.23 0.23 Clearance Time (s) 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2223 2329 724 339 v/s Ratio Prot c0.35 0.26 0.17 v/s Ratio Perm c0.18 v/c Ratio 0.51 0.38 0.74 0.76 Uniform Delay, dl 10.0 8.8 46.3 46.6 Progression Factor 0.30 0.04 1.00 1.00 Incremental Delay, d2 0.8 0.1 4.1 9.6 Delay (s) 3.8 0.4 50.4 56.2 Level of Service A A D E Approach Delay (s) 3.8 0.4 52.6 Approach LOS A A D Intersection Summa HCM 2000 Control Delay 17.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.57 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 11.0 Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group AM 2020 No -Build Traffic Conditions Synchro 9 Report Page 10 HCM 2010 Signalized Intersection Summary 5: 1-81 NB Ramp & US 11 10/13/2017 ant 4 -- Lane Configurations ft �7 Traffic Volume (veh/h) 1045 0 0 822 493 288 Future Volume (veh/h) 1045 0 0 822 493 288 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1 00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1712 0 0 1792 1696 1727 Adj Flow Rate, veh/h 1136 0 0 893 536 313 Adj No. of Lanes 2 0 0 2 2 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 11 0 0 6 12 10 Cap, veh/h 2185 0 0 2288 763 358 Arrive On Green 0.67 0.00 0.00 1..00 0.24 0.24 Sat Flow, veh/h 3423 0 0 3585 3134 1468 Grp Volume(v), veh/h 1136 0 0 893 536 313 Grp Sat Flow(s),veh/h/In 1626 0 0 1703 1567 1468 Q Serve(g_s), s 22.9 0.0 0.0 0.0 20.3 26.6 Cycle Q Clear(g_c), s 22.9 0.0 0.0 0.0 20.3 26.6 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 2185 0 0 2288 763 358 V/C Ratio(X) 0.52 0.00 0.00 0.39 0.70 0.88 Avail Cap(c_a), veh/h 2185 0 0 2288 1121 525 HCM Platoon Ratio 1.00 1.00 1.00 2.00 1.00 1.00 Upstream Filter(I) 0.85 0.00 0.00 0.92 1.00 1.00 Uniform Delay (d), s/veh 10.8 0.0 0.0 0.0 44.9 47.3 Incr Delay (d2), s/veh 0.8 0.0 0.0 0.1 1.2 10.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 00 0.0 0.0 %ile BackOfQ(50%),veh/In 10.5 0.0 0.0 0.0 8.9 11.9 LnGrp Delay(d),s/veh 11.5 0.0 0.0 0.1 46.1 58.1 LnGrp LOS B A D E Approach Vol, veh/h 1136 893 849 Approach Delay, s/veh 11.5 0.1 50.5 Approach LOS B A D Timer 1 2 3 4 .. 5 6 7 $ Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 92.8 37.2 92.8 Change Period (Y+Rc), s 5.5 5.5 5.5 Max Green Setting (Gmax), s 72.5 46.5 72.5 Max Q Clear Time (g_c+ll), s 24.9 28.6 2.0 Green Ext Time (p -c), s 22.7 3.0 26.0 Intersection Summary. HCM 2010 Ctrl Delay 19.5 HCM 2010 LOS B AM 2020 No -Build Traffic Conditions Synchro 9 Report Page 11 Queues 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 -A Lane Group EBL EBT EBR WBL WBT WBR NBT Lane Group Flow (vph) 325 932 118 72 871 79 86 v/c Ratio 0.70 0.41 0.10 0.15 0.40 0.08 0.34 Control Delay 17.8 5.5 0.3 3.9 12.9 0.2 3.6 Queue Delay 0:1 0.3 0.5 0.0 0.0 0.0 0.0 Total Delay 17.9 5.8 0.8 3.9 12.9 0.2 3.6 Queue Length 50th (ft) 37 86 0 9 167 0 0 Queue Length 95th (ft) 121 102 3 17 276 0 0 Internal Link Dist (ft) 138 1843 1091 Turn Bay Length (ft) 130 75 150 275 Base Capacity (vph) 696 2292 1145 603 2169 1013 407 Starvation Cap Reductn 37 664 746 0 0 0 0 Spillback Cap Reductn 0 0 0 0 5 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 049 0.57 0.30 0.12 0.40 0.08 0.21 Intersection Summary AM 2020 No -Build Traffic Conditions Synchro 9 Report Page 12 HCM Signalized Intersection Capacity Analysis 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 4 I _ --vt Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' ft r ft r Traffic Volume (vph) 315 904 114 70 - 845 77 23 0 60 0 0 0 Future Volume (vph) 315 904 114 70 845 77 23 0 60 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 11.6 8.6 8.6 8.6 8.6 8.6 9.1 Lane Util. Factor 1.00 095 1.00 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.99 Satd. Flow (prot) 1556 3312 1599 1805 3374 1468 1677 Flt Permitted 030 1.00 1.00 0.28 1.00 1.00 099 Satd. Flow (perm) 484 3312 1599 533 3374 1468 1677 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 325 932 118 72 871 79 24 0 62 0 0 0 RTOR Reduction (vph) 0 0 38 0 0 29 0 82 0 0 0 0 Lane Group Flow (vph) 325 932 80 72 871 50 0 4 0 0 0 0 Heavy Vehicles (%) 16% 9% 1% 0% 7% 10% 3% 0% 0% 0% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Protected Phases 1 6 5 2 4 Permitted Phases 6 6 2 2 4 Actuated Green, G (s) 104.6 88.3 88.3 91.8 81.9 81.9 5.5 Effective Green, g (s) 98.6 88.3 88.3 91.8 81.9 81.9 5.5 Actuated g/C Ratio 0.76 0.68 0.68 0.71 0.63 0-63 0.04 Clearance Time (s) 8.6 8.6 8.6 8.6 8.6 8.6 9.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 " 3.0 3.0 Lane Grp Cap (vph) 476 2249 1086 473 2125 924 70 v/s Ratio Prot c0.07 0.28 0.01 0.26 v/s Ratio Perm c0.45 0.05 0.10 0.03 0.00 v/c Ratio 0.68 0.41 0.07 0.15 0.41 0.05 0.05 Uniform Delay, d1 15.2 9.3 7.0 9.0 12.0 9.2 59.7 Progression Factor 0.92 0.51 0.11 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.5 0.5 0.1 0.2 0.6 0.1 0.3 Delay (s) 17.5 5.2 0.9 9.1 12.6 9.3 60.1 Level of Service B A A A B A E Approach Delay (s) 7.7 12.1 60.1 0.0 Approach LOS A B E A ersectaon Summery - -. HCM 2000 Control Delay 11.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 29.3 Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group AM 2020 No -Build Traffic Conditions Synchro 9 Report Page 13 HCM 2010 Signalized Intersection Summary 6- Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 Lane Configurations ++ r tt r 41) Traffic Volume (veh/h) 315 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ++ r tt r 41) Traffic Volume (veh/h) 315 904 114 70 845 77 23 0 60 0 0 0 Future Volume (veh/h) 315 904 114 70 845 77 23 0 60 0 0 0 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1 00 1.00 1 00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1638 1743 1881 1900 1776 1727 1900 1884 1900 Adj Flow Rate, veh/h 325 932 118 72 871 79 24 0 62 Adj No. of Lanes 1 2 1 1 2 1 0 1 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 16 9 1 0 7 10 0 0 0 Cap, veh/h 714 1041 503 846 1018 443 30 0 78 Arrive On Green 0.82 0.63 0.63 0.42 0.30 0.30 0.07 000 0.07 Sat Flow, veh/h 1560 3312 1599 1810 3374 1468 461 0 1190 Grp Volume(v), veh/h 325 932 118 72 871 79 86 0 0 Grp Sat Flow(s),veh/h/In 1560 1656 1599 1810 1687 1468 1651 0 0 Q Serve(g_s), s 0.0 31.1 4-2 0.0 31.6 5.2 6.7 0.0 0.0 Cycle Q Clear(g_c), s 0.0 31.1 4.2 0.0 31.6 5.2 6.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 028 0.72 Lane Grp Cap(c), veh/h 714 1041 503 846 1018 443 108 0 0 V/C Ratio(X) 0.46 0.90 0.23 0.09 0.86 0.18 0.80 0.00 0,00 _ Avail Cap(c_a), veh/h 714 1692 817 846 1308 569 240 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.80 0.80 0.80 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 6.9 22.3 17.3 20.1 42.7 33.5 59.9 0.0 0.0 Incr Delay (d2), s/veh 0.4 9.7 0.9 0.0 9.2 0.9 12.4 0.0 0.0 Initial Q Delay(d3),s/veh 0,0 0.0 0,0 0.0 0.0 OA 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.2 15.4 2.0 1.5 16.1 2.2 3.4 0.0 0.0 LnGrp Delay(d),s/veh 7,3 32.1 18.2 20.1 51.9 34.4 72.3 0.0 0.0 LnGrp LOS A C B C D C E Approach Vol, veh/h 1375 1022 86 Approach Delay, s/veh 25.0 48.3 72.3 Approach LOS C D E Tin 3 4 6, S' Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 64.6 47.8 17.6 62.9 49.5 Change Period (Y+Rc), s * 8.6 * 8.6 * 9.1 * 8.6 * 8.6 Max Green Setting (Gmax), s * 34 * 50 * 19 * 18 * 66 Max Q Clear Time (g_c+ll ), s 3.0 33.6 8.7 2.0 33.1 Green Ext Time (p -c), s 1.2 5.6 0.2 1.1 7.8 , ersection Summary HCM 2010 Ctrl Delay 36.3 HCM 2010 LOS D Nous AM 2020 No -Build Traffic Conditions Synchro 9 Report Page 14 HCM 2010 Signalized Intersection Summary 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. AM 2020 No -Build Traffic Conditions Synchro 9 Report Page 15 HCM 2010 TWSC 1: Lenoir Dr & McGhee Rd 10/13/2017 Intersection Major1 Major2 Minorl 0.245 - Conflicting Flow All 0 0 Int Delay, s/veh 4.1 439 292 Stage 1 - - - - 292 Movement EBT EBR WBL WBT NBL NBR Lane Configurations T+ 6.53 6.29 +T Y - - Traffic Vol, veh/h 267 4 34 67 16 143 Future Vol, veh/h 267 4 34 67 16 143 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length 731 Mov Cap -2 Maneuver - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - Approach 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 11 0 47 31 13 9 Mvmt Flow 290 4 37 73 17 155 Major/Minor Major1 Major2 Minorl 0.245 - Conflicting Flow All 0 0 295 0 439 292 Stage 1 - - - - 292 - Stage 2 - - - - 147 - Crtical Hdwy - 4.57 - 6.53 6.29 Critical Hdwy Stg 1 - - - - 5.53 - Critical Hdwy Stg 2 - - - - 5.53 - Follow-up Hdwy - 2.623 - 3.617 3.381 Pot Cap -1 Maneuver - - 1049 - 555 731 Stage 1 - - - - 733 - Stage 2 - - - - 854 - Platoon blocked, % - - Mov Cap -1 Maneuver - 1049 534 731 Mov Cap -2 Maneuver - - - 534 - Stage 1 - - - 733 - Stage 2 - 822 - Approach EB WB NB HCM Control Delay, s 0 2.9 11.8 HCM LOS B Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 705 - - 1049 - HCM Lane V/C Ratio 0.245 - - 0.035 - HCM Control Delay (s) 11.8 - - 8.6 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 1 - - 1 0.1 - PM 2020 No -Build Traffic Conditions Synchro 9 Report Page 1 HCM 2010 TWSC 2: Welltown Rd & McGhee Rd 10/13/2017 Intersection Minor2 502 Major1 Major2 Conflicting Flow All 626 160 Int Delay, s/veh 5.5 Stage 1 160 - _ - _ _ Stage 2 466 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Ni r I t T - Traffic Vol, veh/h 13 333 65 299 145 5 Future Vol, veh/h 13 333 65 299 145 5 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 275 - HCM Control Delay, s 12.2 Veh in Median Storage, # 0 - - 0 0 Grade, % 0 - - 0 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 11 43 5 0 0 Mvmt Flow 14 362 71 325 158 5 Major/Minor Minor2 502 Major1 Major2 Conflicting Flow All 626 160 163 0 - 0 Stage 1 160 - _ - _ _ Stage 2 466 - _ Critical Hdwy 6.4 6.31 4.53 - - - Critical Hdwy Stg 1 5.4 - _ Critical Hdwy Stg 2 5.4 - - Follow-up Hdwy 3.5 3.399 2.587 Pot Cap -1 Maneuver 451 862 1201 Stage 1 874 - _ _ Stage 2 636 - _ Platoon blocked, % Mov Cap -1 Maneuver 424 862 1201 - - Mov Cap -2 Maneuver 502 - _ Stage 1 874 Stage 2 598 _ Approach EB NB SB HCM Control Delay, s 12.2 1.5 0 HCM LOS B Minor Lane/Major Mvmt_'_ ' _ NBE NB't EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1201 502 862 - HCM Lane V/C Ratio 0.059 0.028 0.42 - HCM Control Delay (s) 8.2 - 12.4 122 - HCM Lane LOS A - B B HCM 95th %tile Q(veh) 0.2 - 0.1 2.1 PM 2020 No -Build Traffic Conditions Synchro 9 Report Paae 2 Queues I Welltown Rd/Amoco Ln & US 11 10/13/2017 # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. PM 2020 No -Build Traffic Conditions Synchro 9 Report Page 3 - k, t Lane Group EBL EBT WBL WBT WBR NBT SBL SBT Lane Group Flow (vph) 195 1782 66 1341 177 173 276 317 v/c Ratio 0.81 070 0.56 0.66 0.25 0.78 0.68 0.70 Control Delay 81.2 30.0 93.6 29.0 2.5 64.3 67.2 15.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 81.2 30.0 93.6 29.0 2.5 64.3 67.2 15.4 Queue Length 50th (ft) 172 478 63 321 10 107 125 9 Queue Length 95th (ft) #261 576 #116 392 24 189 171 105 Internal Link Dist (ft) 1706 509 928 1388 Turn Bay Length (ft) 525 550 385 Base Capacity (vph) 280 2558 125 2031 719 267 495 489 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.70 0.70 0.53 0.66 0.25 0.65 0.56 0.65 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. PM 2020 No -Build Traffic Conditions Synchro 9 Report Page 3 HCM Signalized Intersection Capacity Analysis 3: Welltown Rd/Amoco Ln & US 11 10/13/2017 Movement EBL EBT EBR WBL WBT WBR NBL NBT` NBR SB'L SBT SBR Lane Configurations ) + i l.) ) 'I t I` r 4+ T Traffic Volume (vph) 191 1652 94 65 1314 173 39 22 109 270 11 300 Future Volume (vph) 191 1652 94 65 1314 173 39 22 109 270 11 300 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.9 7.7 5.8 5.8 9.6 7.4 7.4 Lane Util, Factor 1.00 0.91 1.00 0.91 1.00 1.00 0.97 1.00 Frt 1.00 0.99 1.00 1.00 0.85 0.91 1.00 0.86 Flt Protected 0.95 100 0.95 100 1.00 0.99 0.95 1.00 Satd. Flow (prot) 1626 5000 1805 4940 1429 1683 3367 1550 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.99 0.95 1.00 Satd. Flow (perm) 1626 5000 1805 4940 1429 1683 3367 1550 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 098 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 195 1686 96 66 1341 177 40 22 111 276 11 306 RTOR Reduction (vph) 0 4 0 0 0 104 0 47 0 0 269 0 Lane Group Flow (vph) 195 1778 0 66 1341 73 0 126 0 276 48 0 Heavy Vehicles (%) 11% 3% 1% 0% 5% 13% 0% 0% 3% 4% 0% 5% Turn Type Prot NA Prot NA custom Split NA Split NA Protected Phases 5 1 3 3 4 4 Permitted Phases 2 6 6 Actuated Green, G (s) 20.9 69.9 7.8 57.5 57.5 14.7 17.0 17.0 Effective Green, g (s) 20.9 69.9 7.8 57.5 57.5 14.7 17.0 17.0 Actuated g/C Ratio 0.15 0.50 0.06 0.41 0.41 0.10 0.12 012 Clearance Time (s) 7.1 5.9 7.7 5.8 5.8 9.6 7.4 7.4 Vehicle Extension (s) 3.0 3.0 3.0 30 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 242 2496 100 2028 586 176 408 188 v/s Ratio Prot c0.12 0.04 c0.07 c0,08 003 v/s Ratio Perm c0.36 0.27 0.05 v/c Ratio 0.81 0.71 0.66 0.66 0.12 0.71 0.68 0.26 Uniform Delay, d1 57.6 27.2 64.8 33.4 25.6 60.6 58.9 55.8 Progression Factor 1.00 1.00 1.20 0.77 1.24 1.00 1.00 1,00 Incremental Delay, d2 17.5 1.8 14.1 0.8 0.1 12.8 4.4 0.7 Delay (s) 75.1 29.0 92.0 26.6 31.8 73.4 63.3 56.5 Level of Service E C F C C E E E Approach Delay (s) 33.5 29.9 73.4 596 Approach LOS C C E E Intersection Summary HCM 2000 Control Delay 37.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 30.6 Intersection Capacity Utilization 92.8% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group PM 2020 No -Build Traffic Conditions Synchro 9 Report Page 4 HCM 2010 Signalized Intersection Summary 3: Welltown Rd/Amoco Ln & US 11 HCM 2010 analysis does not support custom phasing. 10/13/2017 PM 2020 No -Build Traffic Conditions Synchro 9 Report Page 5 Queues 4:1-81 SB Ramps & US 11 EBT EBR WBL 10/13/2017 SBT SBR Lane Group Flow (vph) 1433 623 Lane Group EBT EBR WBL WBT SBT SBR Lane Group Flow (vph) 1433 623 296 1316 93 404 v/c Ratio 0.66 0.55 0.68 0.46 0.57 0.27 Control Delay 7.3 2.4 35.8 3.7 74.3 0.4 Queue Delay 0.0 0.2 0.0 0.1 0.0 0.0 Total Delay 7.4 2.5 35.8 3.8 74.3 0.4 Queue Length 50th (ft) 148 34 89 28 83 0 Queue Length 95th (ft) 168 43 258 240 138 0 Internal Link Dist (ft) 73 460 1133 Turn Bay Length (ft) 250 75 Base Capacity (vph) 2176 1125 437 2833 489 1495 Starvation Cap Reductn 47 75 0 469 0 0 Spillback Cap Reductn 16 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.67 0.59 0.68 0.56 0.19 0.27 Intersection Summary PM 2020 No -Build Traffic Conditions Synchro 9 Report Page 6 HCM Signalized Intersection Capacity Analysis 4: 1-81 SB Ramps & US 11 10/13/2017 # Movement tiVB SBT 'SBR Lane Configurations + Traffic Volume (vph) 0 1404 611 290 1290 0 0 0 0 91 0 396 Future Volume (vph) 0 1404 611 290 1290 0 0 0 0 91 0 396 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lane Util. Factor 095 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 At Protected 1.00 1.00 0.95 1.00 0,95 1.00 Satd. Flow (prot) 3505 1553 1787 3438 1805 1495 Flt Permitted 1.00 1.00 0.12 1.00 0.95 1.00 Satd. Flow (perm) 3505 1553 228 3438 1805 1495 Peak -hour factor, PHF 0.98 0.98 0.98 098 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 0 1433 623 296 1316 0 0 0 0 93 0 404 RTOR Reduction (vph) 0 0 161 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 1433 462 296 1316 0 0 0 0 0 93 404 Heavy Vehicles (%) 0% 3% 4% 1% 5% 0% 0% 0% 0% 0% 0% 8% Turn Type NA Perm pm+pt NA Perm NA Free Protected Phases 6 5 2 4 Permitted Phases 6 2 4 Free Actuated Green, G (s) 86.9 86.9 115.4 115.4 12.6 140.0 Effective Green, g (s) 86.9 86.9 115.4 115.4 12.6 140.0 Actuated g/C Ratio 0.62 0.62 0.82 0.82 0.09 1.00 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2175 963 438 2833 162 1495 v/s Ratio Prot 0.41 c0.11 0.38 v/s Ratio Perm 0.30 c0.45 0.05 0.27 v/c Ratio 0.66 0.48 0.68 0.46 0.57 0.27 Uniform Delay, d1 17.0 14.3 25.6 3.5 61.1 0.0 Progression Factor 0.35 0.21 1.01 0.85 1.00 1.00 Incremental Delay, d2 0.5 0.3 3.7 0.5 4.8 0.4 Delay (s) 6.5 3.2 29,4 3.5 66.0 0.4 Level of Service A A C A E A Approach Delay (s) 5.5 8.2 0.0 12.7 Approach LOS A A A B Intersection Summary HCM 2000 Control Delay 7.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 74,9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group PM 2020 No -Build Traffic Conditions Synchro 9 Report Page 7 HCM 2010 Signalized Intersection Summary 4: 1-81 SB Ramps & US 11 10/13/2017 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt +1 if Traffic Volume (veh/h) 0 1404 611 290 1290 0 0 0 0 91 0 396 Future Volume (veh/h) 0 1404 611 290 1290 0 0 0 0 91 0 396 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1845 1827 1881 1810 0 1900 1900 1759 Adj Flow Rate, veh/h 0 1433 0 296 1316 0 93 0 0 Adj No. of Lanes 0 2 1 1 2 0 0 1 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 3 4 1 5 0 8 0 8 Cap, veh/h 0 1530 678 724 2915 0 120 0 99 Arrive On Green 0.00 0.44 0.00 037 085 0.00 0.07 0.00 0.00 Sat Flow, veh/h 0 3597 1553 1792 3529 0 1810 0 1495 Grp Volume(v), veh/h 0 1433 0 296 1316 0 93 0 0 Grp Sat Flow(s),veh/h/In 0 1752 1553 1792 1719 0 1810 0 1495 Q Serve(g_s), s 0.0 54.6 0.0 11.5 13.2 0.0 7.1 0.0 0.0 Cycle Q Clear(g_c), s 0.0 54.6 0.0 11.5 13.2 0.0 7.1 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1530 678 724 2915 0 120 0 99 WC Ratio(X) 0.00 0.94 0.00 0.41 0.45 0.00 0.77 0.00 0.00 Avail Cap(c_a), veh/h 0 1577 699 724 2915 0 491 0 406 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.84 0.84 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 37.6 0.0 30.2 2.6 0.0 64.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 10.8 0.0 0.3 0.4 0.0 10.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 00 %ile BackOfQ(50%),veh/In 0.0 28.6 0.0 8.2 6.2 0.0 3.9 0.0 0.0 LnGrp Delay(d),s/veh 0.0 48.4 00 30.5 31 0.0 74.4 0.0 0.0 LnGrp LOS D C A E Approach Vol; veh/h 1433 1612 93 Approach Delay, s/veh 48.4 8.1 74.4 Approach LOS D A E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 124.7 15.3 57.6 67.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 90.0 38.0 21.0 63.0 Max Q Clear Time (g_c+11), s 15.2 9.1 13.5 56.6 Green Ext Time (p -c), s F 15.7 0.5 5.2 4.5 a - 2 ryyy HCM 2010 Ctrl Delay 28.5 HCM 2010 LOS C PM 2020 No -Build Traffic Conditions Synchro 9 Report Page 8 Queues 5: 1-81 NB Rams, & US 11 10/13/2017 Intersection Summary PM 2020 No -Build Traffic Conditions Synchro 9 Report Page 9 Lane Group EBT WBT NBL NBR Lane Group Flow (vph) 1541 1059 570 393 v/c Ratio 0.69 0.46 0.63 0.85 Control Delay 6.0 1.9 46.3 61.4 Queue Delay 1.4 0.4 0.0 17.3 Total Delay 7.5 2.3 46.3 78.6 Queue Length 50th (ft) 87 16 232 317 Queue Length 95th (ft) 224 72 265 408 Internal Link Dist (ft) 460 138 842 Turn Bay Length (ft) 450 450 Base Capacity (vph) 2246 2290 1146 572 Starvation Cap Reductn 61 635 0 0 Spillback Cap Reductn 473 0 0 169 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0..87 0.64 0.50 0.98 Intersection Summary PM 2020 No -Build Traffic Conditions Synchro 9 Report Page 9 HCM Signalized Intersection Capacity Analysis 5: 1-81 NB Ramp & US 11 10/13/2017 c Critical Lane Group PM 2020 No -Build Traffic Conditions Synchro 9 Report Page 10 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1495 0 0 1027 553 381 Future Volume (vph) 1495 0 0 1027 553 381 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 Lane Util. Factor 0.95 0.95 0.97 1.00 Frt 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3505 3574 3242 1568 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3505 3574 3242 1568 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 1541 0 0 1059 570 393 RTOR Reduction (vph) 0 0 0 0 0 20 Lane Group Flow (vph) 1541 0 0 1059 570 373 Heavy Vehicles (%) 3% 0% 0% 1% 8% 3% Turn Type NA NA Prot Perm Protected Phases 2 6 4 Permitted Phases 4 Actuated Green, G (s) 89.7 89.7 39.3 39.3 Effective Green, g (s) 89.7 89.7 39.3 39.3 Actuated g/C Ratio 0.64 064 0.28 0.28 Clearance Time (s) 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2245 2289 910 440 v/s Ratio Prot c0.44 0.30 0.18 v/s Ratio Perm c0.24 v/c Ratio 0.69 0.46 0.63 0.85 - Uniform Delay, d1 16.1 12.8 43.9 47.5 Progression Factor 0.26 0.10 1.00 1.00 Incremental Delay, d2 1.4 0.1 1.4 14.0 Delay (s) 5.6 1.4 ' 45.3 61.6 Level of Service A A D E Approach Delay (s) 5.6 1.4 51.9 Approach LOS A A p „ Interse o R Summery HCM 2000 Control Delay 16.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 11.0 Intersection Capacity Utilization 74.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group PM 2020 No -Build Traffic Conditions Synchro 9 Report Page 10 HCM 2010 Signalized Intersection Summary 5.-1-81 NB Ramp & US 11 10/13/2017 Lane Configurations tt tt Movement EBT EBR WBL WBT NBA NBR Lane Configurations tt tt r Traffic Volume (veh/h) 1495 0 0 1027 553 381 Future Volume (veh/h) 1495 0 0 1027 553 381 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1 00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1845 0 0 1881 1759 1845 Adj Flow Rate, veh/h 1541 0 0 1059 570 393 Adj No. of Lanes 2 0 0 2 2 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 0 0 1 8 3 Cap, veh/h 2254 0 0 2298 905 437 Arrive On Green 0.64 0-00 0.00 100 0.28 0.28 Sat Flow, veh/h 3689 0 0 3762 3250 1568 Grp Volume(v), veh/h 1541 0 0 1059 570 393 Grp Sat Flow(s),veh/h/In 1752 0 0 1787 1625 1568 Q Serve(g_s), s 39.2 0.0 0.0 0.0 21.5 33.8 Cycle Q Clear(g_c), s 39.2 0.0 0.0 0.0 21.5 33.8 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 2254 0 0 2298 905 437 WC Ratio(X) 0.68 0.00 000 0.46 0.63 0.90 Avail Cap(c_a), veh/h 2254 0 0 2298 1149 554 HCM Platoon Ratio 1.00 1.00 1.00 2.00 1.00 1.00 Upstream Filter(I) 0.70 0.00 0.00 0.75 1.00 1.00 Uniform Delay (d), s/veh 15.9 0.0 0.0 0.0 44.2 48.6 Incr Delay (d2), s/veh ' 1.2 0.0 0.0 0.1 0.7 15.1 Initial Q Delay(d3),s/veh 0.0 00 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 19.2 0.0 0.0 0.0 9.7 16.5 LnGrp Delay(d),s/veh 17.1 0.0 0.0 0.1 44.9 63.8 LnGrp LOS B A D E Approach Vol, veh/h 1541 1059 963 Approach Delay, s/veh 17.1 0.1 52.6 Approach LOS B A D Timer 2 4 5 67 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 95.5 44.5 95.5 Change Period (Y+Rc), s 5.5 5.5 5.5 Max Green Setting (Gmax), s 79.5 49.5 79.5 Max Q Clear Time (g_c+ll), s 41.2 35.8 2.0 Green Ext Time (p -c), s 27.7 3.2 43.1 Intersection Summary HCM 2010 Ctrl Delay 21.7 HCM 2010 LOS C PM 2020 No -Build Traffic Conditions Synchro 9 Report Page 11 Queues 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 Lane Group EBL EBT EBR WBL WBT WBR NBT Lane Group Flow (vph) 510 1358 85 65 938 167 220 v/c Ratio 0.88 0.65 0.09 0.26 0.62 0.21 0.81 Control Delay 43.6 12.7 0.3 20.2 36.1 4.0 75.8 Queue Delay 54.4 1.5 0.5 0.0 0.0 0.0 0.0 Total Delay 98.0 14.2 0.8 20.2 36.1 4.0 75.8 Queue Length 50th (ft) 276 338 1 16 360 0 179 Queue Length 95th (ft) 440 250 m1 42 493 42 #301 Internal Link Dist (ft) 138 1843 1091 Turn Bay Length (ft) 130 75 150 275 Base Capacity (vph) 735 2095 985 293 1511 793 295 Starvation Cap Reductn 304 511 659 0 0 0 0 Spillback Cap Reductn 0 0 0 0 18 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 1.18 0.86 0.26 0.22 0.63 0.21 0.75 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal PM 2020 No -Build Traffic Conditions Synchro 9 Report Page 12 HCM Signalized Intersection Capacity Analysis 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 490 1304 82 62 900 160 127 7 78 0 0 0 Future Volume (vph) 490 1304 82 62 900 160 127 7 78 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 11.6 8.6 8.6 8.6 8.6 8.6 9.1 Lane Util Factor 1.00 0.95 1.00 1.00 0.95 100 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 0.95 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.97 Satd. Flow (prot) 1805 3574 1599 1703 3539 1615 1732 Flt Permitted 0.20 1.00 1.00 0.09 1.00 1.00 0.97 Satd. Flow (perm) 385 3574 1599 166 3539 1615 1732 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 510 1358 85 65 938 167 132 7 81 0 0 0 RTOR Reduction (vph) 0 0 37 0 0 98 0. 15 0 0 0 0 Lane Group Flow (vph) 510 1358 48 65 938 69 0 205 0 0 0 0 Heavy Vehicles (%) 0% 1 % 1% 6% 2% 0% 2% 0% 0% " 0% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Protected Phases 1 6 5 2 4 Permitted Phases 6 6 2 2 4 Actuated Green, G (s) 101.7 79.6 79.6 71.6 58.1 58.1 206 Effective Green, g (s) 98.7 79.6 79.6 71.6 58.1 58.1 20.6 Actuated g/C Ratio 0.71 0.57 0.57 0.51 0.42 042 0.15 Clearance Time (s) 8.6 8.6 8.6 8.6 8.6 8.6 9.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 30 Lane Grp Cap (vph) 595 2032 909 233 1468 670 254 v/s Ratio Prot c0.20 0.38 0.03 0.27 v/s Ratio Perm c0.41 0.03 0.12 0.04 0.12 v/c Ratio 0.86 0.67 0.05 0.28 0.64 0.10 0.81 Uniform Delay, d1 29.4 21.0 13.4 43.2 32.6 25.0 57.8 Progression Factor 0.89 0.51 0.14 100 1.00 1.00 1.00 Incremental Delay, d2 8.8 1.3 0.1 0.7 2.1 0.3 16.8 Delay (s) 34.9 12,0 1.9 43.9 34.7 25.3 74.5 Level of Service C B A D C C E Approach Delay (s) 17.6 33.9 74,5 0.0 Approach LOS B C E A Intersection Summary HCM 2000 Control Delay 27.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.90 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 29.3 Intersection Capacity Utilization 88.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group PM 2020 No -Build Traffic Conditions Synchro 9 Report Page 13 HCM 2010 Signalized Intersection Summary 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 60.6 50.4 29.0 45.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations * 74 tf r I tt r 44.5 44 1.8 4.4 Traffic Volume (veh/h) 490 1304 82 62 900 160 127 7 78 0 0 0 Future Volume (veh/h) 490 1304 82 62 900 160 127 7 78 0 0 0 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1881 1881 1792 1863 1900 1900 1877 1900 Adj Flow Rate, veh/h 510 1358 85 65 938 167 132 7 81 Adj No. of Lanes 1 2 1 1 2 1 0 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 1 1 6 2 0 0 0 0 Cap, veh/h 701 1444 646 505 1057 482 146 8 90 Arrive On Green 0.70 0.81 0.81 0.27 0.30 0.30 0.14 0.14 0.14 Sat Flow, veh/h 1810 3574 1599 1707 3539 1615 1029 55 631 Grp Volume(v), veh/h 510 1358 85 65 938 167 220 0 0 Grp Sat Flow(s),veh/h/In 1810 1787 1599 1707 1770 1615 1715 0 0 Q Serve(g_s), s 15.1 42.5 1.6 0.0 35.4 11.3 17.7 0.0 0.0 Cycle Q Clear(g_c), s 15.1 42.5 1.6 0.0 35.4 11.3 17.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.60 0.37 Lane Grp Cap(c), veh/h 701 1444 646 505 1057 482 244 0 0 WC Ratio(X) 0.73 0.94 0.13 0.13 0.89 0.35 0.90 0.00 0.00 Avail Cap(c_a), veh/h 701 1882 842 505 1173 535 268 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 100 100 1.00 Upstream Filter(I) 0.62 0.62 0.62 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 14.9 12.1 8.2 37.7 46.9 38.4 59.1 0.0 0.0 Incr Delay (d2), s/veh 2.4 9.1 0.3 0.1 11.1 2.0 29.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 QO 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 10.1 21.4 0.7 1.9 18.9 5.3 10.4 0.0 0.0 LnGrp Delay(d),s/veh 17.2 21.2 8.4 37.8 57.9 40.4 88.4 0.0 0.0 LnGrp LOS B C A D E D F Approach Vol, veh/h 1953 1170 220 Approach Delay, s/veh 19.6 54.3 88.4 Approach LOS B D F TimET 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 60.6 50.4 29.0 45.8 65.2 Change Period (Y+Rc), s " 8.6 * 8.6 * 9.1 * 8 6 * 8.6 Max Green Setting (Gmax), s * 45 * 46 * 22 * 18 * 74 Max Q Clear Time (g_c+11), s 18.1 37.4 19.7 2.0 44.5 Green Ext Time (p -c), s 1.8 4.4 0.2 1.7 12.1 Intersection Summary HCM 2010 Ctrl Delay 36.3 HCM 2010 LOS D Nous PM 2020 No -Build Traffic Conditions Synchro 9 Report Page 14 HCM 2010 Signalized Intersection Summary 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. PM 2020 No -Build Traffic Conditions Synchro 9 Report Page 15 Apf.;.wndix 2'er.20 ' olal 1-1-1T id` Londli ions Level of Service 'xVc.rksh--E.- HCM 2010 TWSC 1- Lenoir Dr & McGhee Rd 10/13/2017 Intersection Int Delay, s/veh 3.4 Movement EBT EBR WBL WBT NBIL NBR Lane Configurations '1, 4 vY,t Traffic Vol, veh/h 112 9 143 285 10 87 Future Vol, veh/h 112 9 143 285 10 87 Conflicting Peds. #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized None None - None Storage Length - 0 Veh in Median Storage, # 0 0 0 - Grade, % 0 - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 52 33 12 13 30 44 Mvmt Flow 122 10 155 310 11 95 Major/Minor Major1 Major2 Minorl Conflicting Flow All 0 0 132 0 748 127 Stage 1 - - - 127 Stage 2 - - 621 - Critical Hdwy - - 4.22 6.7 6.64 Critical Hdwy Stg 1 - - 5.7 - Critical Hdwy Stg 2 - - - - 5.7 - Follow-up Hdwy - 2.308 3.77 3.696 Pot Cap -1 Maneuver 1394 - 342 822 Stage 1 - 834 - Stage 2 - 486 - Platoon blocked, % Mov Cap -1 Maneuver 1394 296 822 Mov Cap -2 Maneuver - 296 ` Stage 1 - 834 - Stage 2 421 - Approach .... EB WB NB _ HCM Control Delay, s 0 2.6 11.1 HCM LOS B a, Minor Lane/Major'Wrrit NBLn1 rBVTj ERS. WBL WB'a Capacity (veh/h) 695 - 1394 HCM Lane V/C Ratio 0.152 0.112 HCM Control Delay (s) 11.1 - 7.9 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.5 - 0.4 AM 2020 Build Traffic Conditions Synchro 9 Report Page 1 HCM 2010 TWSC 2- Welltown Rd & McGhee Rd 10/13/2017 Intersection Int Delay, s/veh 6.4 Movement EBL EBR NBL NBT SBT SBR Lane Configurations r ' 242 T Traffic Vol, veh/h 2 175 400 109 217 12 Future Vol, veh/h 2 175 400 109 217 12 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 275 - - - Platoon blocked, % Veh in Median Storage, # 0 - - 0 0 687 Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 53 11 13 0 0 Mvmt Flow 2 190 435 118 236 13 Major/Minor Minor2 Majorl Major2 Conflicting Flow All 1230 242 249 0 0 Stage 1 242 - - - Stage 2 988 - - - Critical Hdwy 6.4 6.73 4.21 - Critical Hdwy Stg 1 5.4 - - Critical Hdwy Stg 2 5.4 - - - - Follow-up Hdwy 3.5 3.777 2.299 Pot Cap -1 Maneuver 198 687 1266 - Stage 1 803 - - Stage 2 364 - - - Platoon blocked, % Mov Cap -1 Maneuver 130 687 1266 - Mov Cap -2 Maneuver 204 - - - Stage 1 803 - - - Stage 2 239 - Approach WOW EB NB SB HCM Control Delay, s 12.3 7.3 0 HCM LOS B Mina, Lane/Major NBA` EBLn1'EBLn'4 SBT SBR Capacity (veh/h) 1266 - 204 687 - - HCM Lane V/C Ratio 0.343 - 0.011 0.277 - - HCM Control Delay (s) 9.3 - 22.8 12.2 - - HCM Lane LOS A - C B - - HCM 95th %tile Q(veh) 1.5 - 0 1.1 - - AM 2020 Build Traffic Conditions Synchro 9 Report Page 2 Queues I Welltown Rd/Amoco Ln & US 11 10/13/2017 # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. AM 2020 Build Traffic Conditions Synchro 9 Report Facie 3 `*-- t Lane Group EBL EBT WBL WBT WBR NBT SBL SBT Lane Group Flow (vph) 257 1465 88 1288 298 126 235 293 v/c Ratio 0.87 0.71 0.49 072 043 0.68 0.69 0.70 Control Delay 79.7 32.6 62.5 34.2 7.1 59.5 65.5 17.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 79.7 32.6 62.5 34.2 7.1 59.5 65.5 17.3 Queue Length 50th (ft) 209 374 72 359 48 78 98 15 Queue Length 95th (ft) #343 442 #151 419 92 142 142 109 Internal Link Dist (ft) 1706 480 928 1388 Turn Bay Length (ft) 525 325 385 Base Capacity (vph) 319 2053 181 1785 699 248 394 443 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.81 0.71 0.49 0.72 0.43 0.51 0.60 0.66 Intersection Summary - # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. AM 2020 Build Traffic Conditions Synchro 9 Report Facie 3 HCM Signalized Intersection Capacity Analysis 3: Welltown Rd/Amoco Ln & US 11 10/13/2017 c Critical Lane Group AM 2020 Build Traffic Conditions Synchro 9 Report Page 4 Movement EBL EBT EBR ., WBL WBT WI3R NBL w NBT" NBR ' SB1. SBT SBR Lane Configurations ) ++T+ ��'"r t 44 Traffic Volume (vph) 236 1276 72 81 1185 274 32 27 57 216 18 251 Future Volume (vph) 236 1276 72 81 1185 274 32 27 57 216 18 251 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.9 7.7 5.8 5.8 9.6 7.4 7.4 Lane Util. Factor 1.00 0 91 1.00 0.91 1.00 1.00 0.97 1 00 Frt 1.00 0.99 1.00 1.00 0.85 0.93 1.00 0.86 At Protected 0.95 1.00 0.95 1.00 1.00 0.99 0,95 1.00 Satd. Flow (prot) 1656 4645 1752 4803 1417 1602 2824 1494 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.99 0.95 1.00 Satd. Flow (perm) 1656 4645 1752 4803 1417 1602 2824 1494 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 092 Adj. Flow (vph) 257 1387 78 88 1288 298 35 29 62 235 20 273 RTOR Reduction (vph) 0 4 0 0 0 173 0 28 0 0 240 0 Lane Group Flow (vph) 257 1461 0 88 1288 125 0 98 0 235 53 0 Heavy Vehicles (%) 9% 11% " 7% 3% 8% 14% 0% 8% 15% 24% 29% 8% Turn Type Prot NA Prot NA custom Split NA Split NA Protected Phases 5 1 3 3 4 4 Permitted Phases 2 6 6 Actuated Green, G (s) 23.3 57.3 13.5 48.2 48.2 12.9 15.7 15.7 Effective Green, g (s) 23.3 57.3 13.5 48.2 48.2 12.9 15.7 15.7 Actuated g/C Ratio 0.18 0.44 0.10 0.37 0.37 0.10 012 0.12 Clearance Time (s) 7.1 5.9 7.7 5.8 5.8 9.6 7.4 7.4 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 296 2047 181 1780 525 158 341 180 v/s Ratio Prot c0.16 0.05 c0.06 c0.08 0.04 v/s Ratio Perm c0.31 0.27 0.09 v/c Ratio 0.87 0.71 0.49 0.72 0.24 0.62 0.69 0.29 Uniform Delay, dl 51.9 29.7 55.0 35.2 28.2 56.2 54.8 52.1 Progression Factor 1.00 1.00 0.96 0.86 1.00 100 1.00 1.00 Incremental Delay, d2 22.5 2.2 1.9 1.4 0.2 7.4 5.7 0.9 Delay (s) 74.4 31.8 54.4 31.6 28.4 63.6 60.5 53.0 Level of Service E C D C C E E D Approach Delay (s) 382 32.2 63.6 56.4 Approach LOS D C E E Intersection Summary HCM 2000 Control Delay 38.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 30.6 Intersection Capacity Utilization 84.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group AM 2020 Build Traffic Conditions Synchro 9 Report Page 4 HCM 2010 Signalized Intersection Summary 3: Welltown Rd/Amoco Ln & US 11 10/13/2017 HCM 2010 analysis does not support custom phasing. AM 2020 Build Traffic Conditions Synchro 9 Report Page 5 Queues 4: 1-81 SB Ramps & US 11 EBT EBR WBL 10/13/2017 SBT SBR Lane Group Flow (vph) 1070 684 Lane Group EBT EBR WBL WBT SBT SBR Lane Group Flow (vph) 1070 684 266 1193 98 642 v/c Ratio 052 0 61 0.60 0.44 0.58 0.43 Control Delay 2.7 5.7 13.4 2.8 69.0 0.9 Queue Delay 0.0 0.8 0.0 0 2 0.0 0.0 Total Delay 2.7 6.5 13.4 2.9 69.0 0.9 Queue Length 50th (ft) 22 94 24 57 80 0 Queue Length 95th (ft) 109 157 84 43 135 0 Internal Link Dist (ft) 103 460 1133 Turn Bay Length (ft) 250 75 Base Capacity (vph) 2076 1126 492 2705 502 1509 Starvation Cap Reductn 0 190 0 592 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.52 0.73 0.54 0.56 020 043 Intersection Summary AM 2020 Build Traffic Conditions Synchro 9 Report Page 6 HCM Signalized Intersection Capacity Analysis 4,1-81 SB Ramps & US 11 10/13/2017 --p. --- ',- t Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r I tt +T fx Traffic Volume (vph) 0 984 629 245 1098 0 0 0 0 90 0 591 Future Volume (vph) 0 984 629 245 1098 0 0 0 0 90 0 591 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 100 100 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3282 1417 1612 3343 1719 1509 At Permitted 1.00 1.00 0,20 1.00 0.95 1.00 Satd. Flow (perm) 3282 1417 342 3343 1719 1509 Peak -hour factor, PHF 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 1070 684 266 1193 0 0 0 0 98 0 642 RTOR Reduction (vph) 0 0 229 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 1070 455 266 1193 0 0 0 0 0 98 642 Heavy Vehicles (%) 0% 10% 14% 12% 8% 0% 0% 0% 0% 5% 0% 7% Turn Type NA Perm pm+pt NA Perm NA Free Protected Phases 6 5 2 4 Permitted Phases 6 2 4 Free Actuated Green, G (s) 82.3 82.3 105.2 105.2 12.8 130.0 Effective Green, g (s) 82.3 82.3 105.2 105.2 12.8 130.0 Actuated g/C Ratio 0.63 0.63 0.81 0.81 0.10 1.00 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 30 3.0 3.0 Lane Grp Cap (vph) 2077 897 441 2705 169 1509 v/s Ratio Prot 0.33 c0.08 0.36 v/s Ratio Perm 0.32 c0.41 0.06 c0.43 v/c Ratio 0.52 0.51 0.60 0.44 0.58 0.43 Uniform Delay, d1 13.0 12.9 7.2 3.7 56.0 0.0 Progression Factor 0.14 1.81 1.84 0.57 1.00 1.00 Incremental Delay, d2 0.2 0.3 2.1 0.5 4.8 0.9 Delay (s) 2.0 23.7 15.4 26 60.8 0.9 Level of Service A C B A E A Approach Delay (s) 10.4 4.9 0.0 8.8 Approach LOS B A A A Interse�6�riSurnmai� s �. .a t HCM 2000 Control Delay 8.1 HCM 2000 Level of Service A L HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 72.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group AM 2020 Build Traffic Conditions Synchro 9 Report Page 7 HCM 2010 Signalized Intersection Summary 4:1-81 SB Ramps & US 11 10/13/2017 Grp Volume(v), veh/h 0 --1' 0 266 -4- 0 t 0 "i # 41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 11.9 t+ r 0.0 ff Cycle Q Clear(g_c), s 0.0 17.0 0.0 +1 r Traffic Volume (veh/h) 0 984 629 245 1098 0 0 0 0 90 0 591 Future Volume (veh/h) 0 984 629 245 1098 0 0 0 0 90 0 591 Number 1 6 16 5 2 12 078 0.00 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 441 HCM Platoon Ratio 0 0 0 Ped -Bike Adj(A_pbT) 1.00 100 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.83 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 &0 6.1 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1727 1667 1696 1759 0 0.4 0.0 1900 1810 1776 Adj Flow Rate, veh/h 0 1070 0 266 1193 0 0.0 0.0 98 0 0 Adj No. of Lanes 0 2 1 1 2 0 0.0 LnGrp Delay(d),s/veh 0 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 A 0.92 0.92 0.92 Percent Heavy Veh, % 0 10 14 12 8 0 7 0 7 Cap, veh/h 0 2395 1034 437 2790 0 3.9 126 0 110 Arrive On Green 0.00 0.73 0.00 0.06 0.83 000 E 0.07 0.00 , 0.00 Sat Flow, veh/h 0 3368 1417 1616 3431 0 Assigned Phs 1723 0 1509 Grp Volume(v), veh/h 0 1070 0 266 1193 0 98 0 0 Grp Sat Flow(s),veh/h/In 0 1641 1417 1616 1671 0 1723 0 1509 Q Serve(g_s), s 0.0 17.0 0.0 5.0 11.9 0.0 73 0.0 0.0 Cycle Q Clear(g_c), s 0.0 17.0 0.0 5.0 11.9 0.0 7.3 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), vehlh 0 2395 1034 437 2790 0 126 0 110 V/C Ratio(X) 0.00 0.45 0.00 0.61 0.43 0.00 078 0.00 0.00 Avail Cap(c_a), veh/h 0 2395 1034 603 2790 0 504 0 441 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 100 100 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.83 0.83 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 7.0 &0 6.1 2.8 0.0 59.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 1.1 0.4 0.0 9.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 7.6 0.0 3.2 5.5 0.0 3.8 0.0 0.0 LnGrp Delay(d),s/veh 0.0 7.2 0.0 7.3 3.2 0.0 69.1 0.0 00 LnGrp LOS A A A E Approach Vol, veh/h 1070 1459 98 Approach Delay, s/veh 7.2 3.9 69.1 Approach LOS A A� E Timer 1, 2 3 - 4 5: g Y g Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 114.5 15.5 13.7 100.9 Change Period (Y+Rc). s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 80.0 38.0 21.0 53.0 Max Q Clear Time (g_c+11), s 13.9 9.3 7.0 19.0 Green Ext Time (p -c), s 31.2 0.5 0.6 21.9 Intersection Summary HCM 2010 Ctrl Delay 7.7 HCM 2010 LOS A AM 2020 Build Traffic Conditions Synchro 9 Report Page 8 Queues 5:1-81 NB Ramp & US 11 10/13/2017 Lane Group v EBT WBT NBL NBR Lane Group Flow (vph) 1150 900 560 313 v/c Ratio 0.52 0.39 0.76 078 Control Delay 4.0 0.8 52.7 49.2 Queue Delay 0.0 0.1 0.0 0.0 Total Delay 4.0 0.9 52.7 49.2 Queue Length 50th (ft) 53 3 229 198 Queue Length 95th (ft) 52 4 263 279 Internal Link Dist (ft) 460 138 842 Turn Bay Length (ft) 450 450 Base Capacity (vph) 2208 2313 1118 570 Starvation Cap Reductn 49 390 0 0 Spillback Cap Reductn 96 0 0 2 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.54 047 0.50 0.55 Intersection Summary AM 2020 Build Traffic Conditions Synchro 9 Report Page 9 HCM Signalized Intersection Capacity Analysis 5: 1-81 NB Ramp & US 11 10/13/2017 Lane Configurations ,, t A Traffic Volume (vph) 1058 0 0 828 515 288 Future Volume (vph) 1058 0 0 828 515 288 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 Lane Util. Factor 0.95 0.95 0.97 1.00 - Frt 1.00 1.00 1.00 0.85 At Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3252 3406 3127 1468 Flt Permitted 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3252 3406 3127 1468 Peak -hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1150 0 0 900 560 313 ROR Reduction (vph) 0 0 0 0 0 53 Lane Group Flow (vph) 1150 0 0 900 560 260 Heavy Vehicles (%) 11% 0% 0% 6% 12% 10% Turn Type NA NA Prot Perm Protected Phases 2 6 4 Permitted Phases 4 Actuated Green, G (s) 88.3 88.3 30.7 30.7 Effective Green, g (s) 88.3 88.3 30.7 30.7 Actuated g/C Ratio 0.68 0.68 024 0.24 Clearance Time (s) 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2208 2313 738 346 v/s Ratio Prot c0.35 0,26 c0.18 v/s Ratio Perm 0.18 v/c Ratio 052 0.39 076 0.75 Uniform Delay, d1 10.3 9.1 46.2 46.1 Progression Factor 028 0.03 1.00 1.00 Incremental Delay, d2 0.8 0.1 4.5 8.8 Delay (s) 3.7 0.4 50.7 54.9 Level of Service A A D D Approach Delay (s) 3.7 04 52.2 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 17.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 11.0 Intersection Capacity Utilization 72.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group AM 2020 Build Traffic Conditions Synchro 9 Report Page 10 HCM 2010 Signalized Intersection Summary 5: 1-81 NB Ramp & US 11 10/13/2017 Movement EBT EBR IT NBL NBR Lane Configurations tt t t Traffic Volume (veh/h) 1058 0 0 828 515 288 Future Volume (veh/h) 1058 0 0 828 515 288 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1712 0 0 1792 1696 1727 Adj Flow Rate, veh/h 1150 0 0 900 560 313 Adj No. of Lanes 2 0 0 2 2 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 11 0 0 6 12 10 Cap, veh/h 2183 0 0 2286 765 359 Arrive On Green 0.67 0.00 0.00 0.89 0.24 0.24 Sat Flow, veh/h 3423 0 0 3585 3134 1468 Grp Volume(v), veh/h 1150 0 0 900 560 313 Grp Sat Flow(s),veh/h/In 1626 0 0 1703 1567 1468 Q Serve(g_s), s 23.4 0.0 0.0 5.7 21.4 26.6 Cycle Q Clear(g_c), s 23.4 0.0 0.0 5.7 21.4 26.6 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 2183 0 0 2286 765 359 V/C Ratio(X) 053 0.00 0.00 0.39 0.73 0.87 Avail Cap(c_a), veh/h 2183 0 0 2286 1121 525 HCM Platoon Ratio 1.00 1.00 1.00 1.33 1.00 1.00 Upstream Filter(I) 0.85 0.00 0.00 0.92 1.00 1.00 Uniform Delay (d), s/veh 10.9 0.0 0.0 2.6 45.2 47.2 Incr Delay (d2), s/veh 0.8 0.0 0.0 0.1 1.4 10.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 10.6 0.0 0.0 2.5 9.4 11.8 LnGrp Delay(d),s/veh 116 0.0 0.0 2.7 46.6 57.9 LnGrp LOS B A D E Approach Vol, veh/h 1150 900 873 Approach Delay, s/veh 11.6 2.7 50.6 Approach LOS B A D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 92.8 37.2 92.8 Change Period (Y+Rc), s 5.5 5.5 5.5 Max Green Setting (Gmax), s 72.5 46.5 72.5 Max Q Clear Time (g_c+11), s 25.4 28.6 7.7 Green Ext Time (p -c), s 22.9 3.1 25.9 Intersection Summary HCM 2010 Ctrl Delay 20.5 HCM 2010 LOS C AM 2020 Build Traffic Conditions Synchro 9 Report Page 11 Queues 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 '1- T Lane Group EBL EBT EBR WBL WBT WBR NBT Lane Group Flow (vph) 335 935 118 72 877 79 86 v/c Ratio 072 0.41 0.10 0.14 0.41 0.08 0.34 Control Delay 19.5 5.6 0.3 3.9 13.7 0.2 3.6 Queue Delay 0.2 0.3 0.5 0.0 0.0 0.0 0.0 Total Delay 19.7 5.9 0.8 3.9 13.7 0.2 3.6 Queue Length 50th (ft) 42 94 0 9 176 0 0 Queue Length 95th (ft) 148 100 3 17 289 0 0 Internal Link Dist (ft) 138 1843 1091 Turn Bay Length (ft) 130 75 150 275 Base Capacity (vph) 698 2264 1132 599 2137 1001 407 Starvation Cap Reductn 47 657 730 0 0 0 0 Spillback Cap Reductn 0 0 0 0 6 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0 51 0.58 0.29 0.12 041 0.08 0.21 Intersection Summary AM 2020 Build Traffic Conditions Synchro 9 Report Page 12 HCM Signalized Intersection Capacity Analysis 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR ' SBL SBT 'SBR Lane Configurations ft r tt r 44 Traffic Volume (vph) 325 907 114 70 851 77 23 0 60 0 0 0 Future Volume (vph) 325 907 114 70 851 77 23 0 60 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 11.6 8.6 8.6 8.6 8.6 8.6 9.1 Lane Util, Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 1,00 0,99 Satd. Flow (prot) 1556 3312 1599 1805 3374 1468 1677 At Permitted 0.29 1.00 1.00 0.28 1.00 1.00 0.99 Satd. Flow (perm) 477 3312 1599 527 3374 1468 1677 Peak -hour factor, PHF 097 097 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 335 935 118 72 877 79 24 0 62 0 0 0 RTOR Reduction (vph) 0 0 39 0 0 30 0 82 0 0 0 0 Lane Group Flow (vph) 335 935 79 72 877 49 0 4 0 0 0 0 Heavy Vehicles (%) 16% 9% 1 % 0% 7% 10% 3% 0% 0% 0% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Protected Phases 1 6 5 2 4 Permitted Phases 6 6 2 2 4 Actuated Green, G (s) 104.7 872 87.2 91.7 80.7 80.7 5.5 Effective Green, g (s) 98.7 87.2 87.2 91.7 80.7 80.7 5.5 Actuated g/C Ratio 0.76 0.67 0.67 0.71 0.62 0.62 0.04 Clearance Time (s) 8.6 8.6 8.6 8.6 8.6 8.6 9.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 482 2221 1072 479 2094 911 70 v/s Ratio Prot c0:08 0.28 0.01 0.26 v/s Ratio Perm c0.45 0.05 0.09 0.03 0.00 v/c Ratio 0.70 0.42 0.07 0.15 0.42 0.05 0.05 Uniform Delay, d1 16.5 9.8 7.4 9.2 12.6 9.7 59.7 Progression Factor 0.97 0.48 0.09 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.7 0.5 0.1 0.1 0.6 0.1 0.3 Delay (s) 19.7 5.3 0.7 9.4 133 9.8 60.1 Level of Service B A A A B A E Approach Delay (s) 8.4 12.7 60.1 0.0 Approach LOS A B E A Intersecfion Summryr HCM 2000 Control Delay 11.9 HCM 2000 Level of Service B HCM 0 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 29.3 Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group AM 2020 Build Traffic Conditions Synchro 9 Report Page 13 HCM 2010 Signalized Intersection Summary 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 1656 tt r 1687 tt r 0 0 Q Serve(g_s), s 0.0 Traffic Volume (veh/h) 325 907 114 70 851 77 23 0 60 0 0 0 Future Volume (veh/h) 325 907 114 70 851 77 23 0 60 0 0 0 Number 1 6 16 5 2 12 7 4 14 844 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0.86 Ped -Bike Adj(A_pbT) 1.00 0.00 1.00 1.00 712 1.00 1.00 844 1.00 558 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1638 1743 1881 1900 1776 1727 1900 1884 1900 0.00 Adj Flow Rate, veh/h 335 935 118 72 877 79 24 0 62 0.0 Adj No. of Lanes 1 2 1 1 2 1 0 1 0 Initial Q Delay(d3),s/veh Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 2.3 Percent Heavy Veh, % 16 9 1 0 7 10 0 0 0 31.9 Cap, veh/h 712 1044 504 844 1020 444 30 0 78 B Arrive On Green 0.81 0.63 0.63 0.42 0.30 0.30 0.07 0.00 0.07 Sat Flow, veh/h 1560 3312 1599 1810 3374 1468 461 0 1190 48.6 Grp Volume(v), veh/h 335 935 118 72 877 79 86 0 0 Grp Sat Flow(s),veh/h/In 1560 1656 1599 1810 1687 1468 1651 0 0 Q Serve(g_s), s 0.0 r 31.1 4.2 0.0 31.9 5.2 6.7 0.0 0.0 Cycle Q Clear(g_c), s 0.0 31.1 4.2 0.0 31.9 5.2 6.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.28 032 Lane Grp Cap(c), veh/h 712 1044 504 844 1020 444 108 0 0 V/C Ratio(X) 0.47 0.90 0.23 0.09 0.86 0.18 0.80 0.00 0.00 Avail Cap(c_a), veh/h 712 1692 817 844 1282 558 240 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.79 0.79 0.79 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 7.0 22.2 17.2 20.2 42.8 33.4 59.9 0.0 0.0 Incr Delay (d2), s/veh 0.4 9.7 0.9 0.0 9.4 0.9 12.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 2.3 15.2 2.0 1.5 16.2 2.2 3.4 0.0 0.0 LnGrp Delay(d),s/veh 7.4 31.9 18.1 20.2 522 34.3 72.3 0.0 0.0 LnGrp LOS A C B C D C E Approach Vol, veh/h 1388 1028 86 Approach Delay, s/veh 24.8 48.6 72.3 Approach LOS C . D E Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 64.5 47.9 17.6 62.8 49.6 Change Period (Y+Rc), s * 8.6 * 8.6 * 9.1 8.6 ' 8.6 Max Green Setting (Gmax), s * 35 * 49 * 19 * 18 * 66 Max Q Clear Time (g_c+ll ), s 3.0 33.9 8.7 2.0 33.1 Green Ext Time (p -c), s 1.2 5.4 0.2 1.1 7.8 ersecton Summary HCM 2010 Ctrl Delay 36.2 HCM 2010 LOS D AM 2020 Build Traffic Conditions Synchro 9 Report Page 14 HCM 2010 Signalized Intersection Summary 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. AM 2020 Build Traffic Conditions Synchro 9 Report Page 15 HCM 2010 TWSC 1: Lenoir Dr & McGhee Rd 10/13/2017 Intersection Int Delay, s/veh 5.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations "fir Majorl +T Y Traffic Vol, veh/h 267 4 64 67 16 211 Future Vol, veh/h 267 4 64 67 16 211 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 11 0 47 31 13 9 Mvmt Flow 290 4 70 73 17 229 Major/Minor Majorl Major2 Minorl Conflicting Flow All 0 0 295 0 504 292 Stage 1 - - - 292 - Stage 2 - - - 212 - Critical Hdwy - - 4.57 - 6.53 6.29 Critical Hdwy Stg 1 - - - 5.53 - Critical Hdwy Stg 2 - - - 5.53 - Follow-up Hdwy - - 2.623 - 3.617 3.381 Pot Cap -1 Maneuver - - 1049 - 508 731 Stage 1 - - - - 733 - Stage 2 - - - - 798 - Platoon blocked, % - - - Mov Cap -1 Maneuver - - 1049 - 472 731 Mov Cap -2 Maneuver - - - - 472 - Stage 1 - - - - 733 - Stage 2 - - - - 742 Approach, EB WB NB HCM Control Delay, s 0 4.2 12.8 HCM LOS B Minor Lane/Wjor 14vr6t NBLn1 EBT EBR WBL WBT Capacity (veh/h) 704 - 1049 - HCM Lane V/C Ratio 0.35 - - 0.066 - HCM Control Delay (s) 12.8 - - 8.7 0 HCM Lane LOS B - A A HCM 95th %tile Q(veh) 1.6 - - 0.2 - PM 2020 Build Traffic Conditions Synchro 9 Report Page 1 HCM 2010 TWSC 2: Welltown Rd & McGhee Rd 10/13/2017 lntersecbon Minor2 - 460 Maiorl Major2 Conflicting Flow All A m Int Delay, s/veh 6.6 Stage 1 161 - _ _ - Stage 2 527 Movement EBL EBR NBL NBT SBT SBR Lane Configurations - r Critical Hdwy Stg 2 I'll, T - _ _ Traffic Vol, veh/h 16 398 93 299 145 7 Future Vol, veh/h 16 398 93 299 145 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None 546 None Storage Length 0 0 275 - - 13.3 Veh in Median Storage, # 0 - - ` 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 11 43 5 0 0 Mvmt Flow 17 433 101 325 158 8 Major/Minor Minor2 - 460 Maiorl Major2 Conflicting Flow All 688 161 165 0 0 Stage 1 161 - _ _ - Stage 2 527 - - _ _ Critical Hdwy 6.4 6.31 453 - Critical Hdwy Stg 1 5.4 - - - _ Critical Hdwy Stg 2 5.4 - - _ _ Follow-up Hdwy 3.5 3.399 2.587 - Pot Cap -1 Maneuver 415 861 1199 - - - Stage 1 873 - - _ _ Stage 2 596 - _ _ _ Platoon blocked, % _ Mov Cap -1 Maneuver 380 861 1199 - Mov Cap -2 Maneuver 460 - - _ Stage 1 873 Stage 2 546 n, Approach EB NB SB ;. HCM Control Delay, s 13.3 2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1199 - 460 861 - - HCM Lane V/C Ratio 0.084 - 0.038 0.502 - - HCM Control Delay (s) 8.3 - 13.1 13.3 - - HCM Lane LOS A - B B - HCM 95th %tile Q(veh) 0.3 - 0.1 2.9 - PM 2020 Build Traffic Conditions Synchro 9 Report Page 2 Queues I Welltown Rd/Amoco Ln & US 11 10/13/2017 4-- L�'�i'UR - . EBT WBL WBT WBR NBT SBL , SBT Lane Group Flow (vph) 200 1782 66 1341 200 173 332 327 v/c Ratio 079 0.70 0.56 0.68 0.29 0.79 0.74 0.68 Control Delay 80.7 31.2 71.2 33.8 5.6 68.6 70.8 14.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 80.7 31.2 71.2 33.8 5.6 68.6 70.8 14.5 Queue Length 50th (ft) 181 503 64 284 18 114 156 9 Queue Length 95th (ft) 270 588 110 418 54 197 208 108 Internal Link Dist (ft) 1706 509 928 1388 Turn Bay Length (ft) 525 550 385 Base Capacity (vph) 290 2542 129 1985 698 258 501 499 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.69 070 0.51 0.68 0.29 0.67 0.66 0,66 Intersection Summary PM 2020 Build Traffic Conditions Synchro 9 Report Page 3 HCM Signalized Intersection Capacity Analysis 3: Welltown Rd/Amoco Ln & US 11 10/13/2017 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR . SSL ' SBT SBR Lane Configurations ) +tTl. c0.10 ) ff" 1 r c0.36 441 0.27 0.05 1r+ Traffic Volume (vph) 196 1652 94 65 1314 196 39 22 109 325 11 310 Future Volume (vph) 196 1652 94 65 1314 196 39 22 109 325 11 310 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.9 35.7 7.7 5.8 5.8 Level of Service 9.6 C 7.4 7.4 D Lane Util. Factor 1.00 0.91 Approach Delay (s) 1.00 0.91 1.00 34.5 1.00 77.7 0.97 1,00 Approach LOS Frt 1.00 0.99 C 1.00 1.00 0.85 E 0.91 1.00 0.86 Flt Protected 0.95 1.00 0.95 100 1.00 0.99 0.95 1.00 Said. Flow (prot) 1626 5000 1805 4940 1429 1683 3367 1550 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.99 0.95 1.00 Said. Flow (perm) 1626 5000 1805 4940 1429 1683 3367 1550 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 098 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 200 1686 96 66 1341 200 40 22 111 332 11 316 RTOR Reduction (vph) 0 4 0 0 0 122 0 46 0 0 274 0 Lane Group Flow (vph) 200 1778 0 66 1341 78 0 127 0 332 53 0 Heavy Vehicles (%) 11% 3% 1 % 0% 5% 13% 0% 0% 3% 4% 0% 5% Turn Type Prot NA Prot NA custom Split NA Split NA Protected Phases 5 1 3 3 4 4 Permitted Phases 2 6 6 Actuated Green, G (s) 24.1 72.0 8.1 56.7 56.7 15.0 19.3 19.3 Effective Green, g (s) 24.1 72.0 8.1 56.7 56.7 15.0 19.3 19.3 Actuated g/C Ratio 0.17 0.50 0.06 0.39 0.39 0.10 0.13 0.13 Clearance Time (s) 7.1 5.9 7.7 5.8 5.8 9.6 7.4 7.4 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 270 2482 100 1931 558 174 448 206 v/s Ratio Prot c0.12 004 c0.08 c0.10 0.03 v/s Ratio Perm c0.36 0.27 0.05 v/c Ratio 0.74 0.72 0.66 0.69 0.14 0.73 0.74 0.26 Uniform Delay, d1 57.5 28.5 67.1 36.9 28.4 63.0 60.4 56.4 Progression Factor 1.00 1.00 0.82 085 1.25 1.00 1-00 1.00 Incremental Delay, d2 10.4 1.8 14.1 1.0 0.1 14.6 6.5 0.7 Delay (s) 67.9 30.3 69.2 32.6 35.7 77.7 66.9 57A Level of Service E C E C D E E E Approach Delay (s) 34.1 34.5 77.7 62.0 Approach LOS C C E E Intersecfion Summa HCM 2000 Control Delay 40.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 145.0 Sum of lost time (s) 30.6 Intersection Capacity Utilization 93.4% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group PM 2020 Build Traffic Conditions Synchro 9 Report Page 4 HCM 2010 Signalized Intersection Summary 3: Welltown Rd/Amoco Ln & US 11 HCM 2010 analysis does not support custom phasing. 10/13/2017 PM 2020 Build Traffic Conditions Synchro 9 Report Page 5 Queues 4: 1-81 SB Ramps & US 11 10/13/2017 Lane Group EBT EBR WBL WBT SBT SBR Lane Group Flow (vph) 1464 648 296 1330 93 414 v/c Ratio 0.67 0.57 0.68 0.47 0.58 028 Control Delay 4.3 1.9 38.4 3.8 77.4 0.5 Queue Delay 0.1 0.3 00 0.1 0.0 0.0 Total Delay 4.4 2.2 38.4 4.0 77.4 0.5 Queue Length 50th (ft) 49 0 99 50 86 0 Queue Length 95th (ft) 91 0 277 261 143 0 Internal Link Dist (ft) 73 460 1133 Turn Bay Length (ft) 250 75 Base Capacity (vph) 2192 1129 436 2849 473 1495 Starvation Cap Reductn 55 123 0 495 0 0 Spillback Cap Reductn 34 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.69 0.64 0.68 0.56 0.20 0.28 Intersection Summary PM 2020 Build Traffic Conditions Synchro 9 Report Page 6 HCM Signalized Intersection Capacity Analysis 4. 1-81 SB Ramps & US 11 10/13/2017 --> -*- t' Movement EBL EBT 'EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ft r rj tt + r Traffic Volume (vph) 0 1435 635 290 1303 0 0 0 0 91 0 406 Future Volume (vph) 0 1435 635 290 1303 0 0 0 0 91 0 406 Ideal Flow (vphpl) 1900 1900 1900 1900 - 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 095 1.00 0.95 1.00 Satd. Flow (prot) 3505 1553 1787 3438 1805 1495 Flt Permitted 1.00 1.00 0.12 100 0.95 1.00 Satd. Flow (perm) 3505 1553 217 3438 1805 1495 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 0 1464 648 296 1330 0 0 0 0 93 0 414 RTOR Reduction (vph) 0 0 158 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 1464 490 296 1330 0 0 0 0 0 93 414 Heavy Vehicles (%) 0% 3% 4% " ` 1% 5% 0% 0% 0% 0% 0% 0% 8% Turn Type NA Perm pm+pt NA Perm NA Free Protected Phases 6 5 2 4 Permitted Phases 6 2 4 Free Actuated Green. G (s) 90.7 90.7 120.2 120.2 12.8 145.0 Effective Green, g (s) 90.7 90.7 120.2 120.2 12.8 145.0 Actuated g/C Ratio 0.63 0.63 0.83 0.83 0.09 1.00 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 30 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2192 971 434 2849 159 1495 v/s Ratio Prot 0.42 c0.11 0.39 v/s Ratio Perm 0.32 c0.45 0.05 0.28 v/c Ratio 0.67 0.50 0.68 0.47 0.58 0.28 Uniform Delay, d1 17.5 14.9 26.9 3.5 63.5 0.0 Progression Factor 0.17 0.08 1.02 0.89 1.00 1.00 Incremental Delay, d2 0.6 0.3 3.9 0.5 5.4 0.5 Delay (s) 3.6 1.4 31.4 3.6 68.9 0.5 Level of Service A A C A E A Approach Delay (s) 2.9 8.6 0.0 13.0 Approach LOS A A A B Intersection Summary' HCM 2000 Control Delay 6.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 145.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 75.8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group PM 2020 Build Traffic Conditions Synchro 9 Report Page 7 HCM 2010 Signalized Intersection Summary 4:1-81 SB Ramps & US 11 10/13/2017 WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r f'i Queues 5: 1-81 NB Ramp & US 11 10/13/2017 Lane Group EBT WBT NBL NBR Lane Group Flow (vph) 1573 1062 580 393 v/c Ratio 0.70 046 0.64 0.86 Control Delay 6.3 1.8 48.6 64.2 Queue Delay 1.7 0.4 0.0 33.2 Total Delay 8.0 2.3 48.6 97.5 Queue Length 50th (ft) 93 13 247 331 Queue Length 95th (ft) 238 75 282 425 Internal Link Dist (ft) 460 138 842 Turn Bay Length (ft) 450 450 Base Capacity (vph) 2262 2307 1129 563 Starvation Cap Reductn 50 691 0 0 Spillback Cap Reductn 482 0 0 184 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.88 0.66 0.51 1.04 Intersection Summary PM 2020 Build Traffic Conditions Synchro 9 Report Page 9 HCM Signalized Intersection Capacity Analysis 5. 1-81 NB Ramp & US 11 10/13/2017 -� �`�, - it EBT EBR WBL WBT NBL . NBR Lane Configurations Traffic Volume (vph) 1526 0 0 1030 563 381 Future Volume (vph) 1526 0 0 1030 563 381 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 Lane Util. Factor 0.95 0.95 0.97 1.00 Frt 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3505 3574 3242 1568 Flt Permitted 1.00 1.00 0.95 100 Satd. Flow (perm) 3505 3574 3242 1568 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 1573 0 0 1062 580 393 RTOR Reduction (vph) 0 0 0 0 0 19 Lane Group Flow (vph) 1573 0 0 1062 580 374 Heavy Vehicles (%) 3% 0% 0% 1 % 8% 3% Turn Type NA NA Prot Perm Protected Phases 2 6 4 Permitted Phases 4 Actuated Green, G (s) 93.6 93.6 40.4 40.4 Effective Green, g (s) 93.6 93.6 40.4 40.4 Actuated g/C Ratio 065 0.65 0.28 0.28 Clearance Time (s) 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 2262 2307 903 436 v/s Ratio Prot c0.45 0.30 0.18 v/s Ratio Perm c0.24 v/c Ratio 0.70 0.46 0.64 0.86 Uniform Delay, dl 16.5 13.0 46.0 49.6 Progression Factor 0.27 0.09 1.00 1.00 Incremental Delay, d2 1.4 0.1 1.6 15.2 Delay (s) 5.9 ' 1.3 47.5 64.7 Level of Service A A D E Approach Delay (s) 5.9 1.3 54.5 Approach LOS A A D Inte HCM 2000 Control Delay 17.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0,74 Actuated Cycle Length (s) 145.0 Sum of lost time (s) 11.0 Intersection Capacity Utilization 75.8% ICU Level of Service D Analysis Period (min) 15 _ c Critical Lane Group PM 2020 Build Traffic Conditions Synchro 9 Report Page 10 HCM 2010 Signalized Intersection Summary 5:1-81 NB Ramp & US 11 10/13/2017 --I,. /101 Movement EBT EBR WBL WBT NBL NBR Lane Configurations tt 0 0 tt 1625 r Traffic Volume (veh/h) 1526 0 0 1030 563 381 Future Volume (veh/h) 1526 0 0 1030 563 381 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 0.69 1.00 1,00 0.46 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1845 0 0 1881 1759 1845 Adj Flow Rate, veh/h 1573 0 0 1062 580 393 Adj No of Lanes 2 0 0 2 2 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 0 0 1 8 3 Cap, veh/h 2266 0 0 2311 902 435 Arrive On Green 0.65 0.00 0.00 1.00 0.28 0.28 Sat Flow, veh/h 3689 0 0 3762 3250 1568 Grp Volume(v), veh/h 1573 0 0 1062 580 393 Grp Sat Flow(s),veh/h/In 1752 0 0 1787 1625 1568 Q Serve(g_s), s 41.7 0.0 0.0 0.0 22.8 35.0 Cycle Q Clear(g_c), s 41.7 0.0 0.0 0.0 22.8 35.0 Prop In Lane 0.00 0.00 100 1.00 Lane Grp Cap(c), veh/h 2266 0 0 2311 902 435 V/C Ratio(X) 0.69 0.00 0.00 0.46 0.64 0.90 Avail Cap(c_a), veh/h 2266 0 0 2311 1132 546 HCM Platoon Ratio 1.00 1.00 1.00 2.00 1.00 1.00 Upstream Filter(I) 0.69 0.00 0.00 0.73 1.00 1.00 Uniform Delay (d), s/veh 16.4 0.0 0.0 0.0 46.1 50.5 Incr Delay (d2), s/veh 1.2 0.0 0.0 0.1 0.8 15.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 20.5 0.0 0.0 0.0 10.3 17.1 LnGrp Delay(d),s/veh 17,7 0.0 0.0 0.1 46.9 66.3 LnGrp LOS B A D E Approach Vol, veh/h 1573 1062 973 Approach Delay, s/veh 17.7 0.1 54.8 Approach LOS B A D Tim 1 4 5 6 4 ;. Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 99.3 45.7 99.3 Change Period (Y+Rc), s 5.5 5.5 5.5 . K. �..,. Max Green Setting (Gmax), s 83.5 50.5 83.5 Max Q Clear Time (g_c+11), s 43.7 37.0 2.0 w.. Green Ext Time (p -c), s 29.0 3.2 45.4 Intersection Summary HCM 2010 Ctrl Delay 22.5 HCM 2010 LOS C PM 2020 Build Traffic Conditions Synchro 9 Report Page 11 Queues 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal PM 2020 Build Traffic Conditions Synchro 9 Report Page 12 --D. 4--- t Lane Group EBL EBT EBR WBL WBT WBR NBT Lane Group Flow (vph) 535 1366 85 65 941 167 220 v/c Ratio 0.89 066 0.09 026 0.64 0.22 0.82 Control Delay 46.6 13.0 0.3 22.1 38.8 4.8 78.5 Queue Delay 542 1.5 0.5 0.0 0.0 0.0 00 Total Delay 100.8 14.5 0.8 22.1 38.8 4.8 78.5 Queue Length 50th (ft) 323 350 1 16 384 0 186 Queue Length 95th (ft) 488 245 m0 47 515 47 #319 Internal Link Dist (ft) 138 1843 1091 Turn Bay Length (ft) 130 75 150 275 Base Capacity (vph) 752 2124 995 285 1471 773 289 Starvation Cap Reductn 317 528 666 0 0 0 0 Spillback Cap Reductn 0 0 0 0 19 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 1.23 0.86 0.26 023 0.65 022 076 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal PM 2020 Build Traffic Conditions Synchro 9 Report Page 12 HCM Signalized Intersection Capacity Analysis 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 Movement EBL EBT ' EBR WBL ?)VBT WBR NBC NBT NBR SBL SBT SBR Lane Configurations i ,:i r Traffic Volume (vph) 514 1311 82 62 903 160 127 7 78 0 0 0 Future Volume (vph) 514 1311 82 62 903 160 127 7 78 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 11.6 8.6 8.6 8.6 8.6 8.6 9.1 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 0.95 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.97 Satd. Flow (prot) 1805 3574 1599 1703 3539 1615 1732 Flt Permitted 0.19 1.00 1.00 0.09 1.00 1.00 0.97 Satd. Flow (perm) 369 3574 1599 157 3539 1615 1732 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 535 1366 85 65 941 167 132 7 81 0 0 0 RTOR Reduction (vph) 0 0 37 0 0 100 0 15 0 0 0 0 Lane Group Flow (vph) 535 1366 48 65 941 67 0 205 0 0 0 0 Heavy Vehicles (%) 0% 1 % 1% 6% 2% 0% 2% 0% 0% 0% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Protected Phases 1 6 5 2 4 Permitted Phases 6 6 2 2 4 Actuated Green, G (s) 106.0 82.7 82.7 73.3 58.6 58.6 21.3 Effective Green, g (s) 103.0 82.7 82.7 73.3 58.6 58.6 21.3 Actuated g/C Ratio 0.71 0.57 0.57 0.51 0.40 0.40 0.15 Clearance Time (s) 8.6 8.6 8.6 8.6 8.6 8.6 9.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 616 2038 911 236 1430 652 254 v/s Ratio Prot c0.21 0.38 0.03 0.27 v/s Ratio Perm c0.40 0.03 0.11 0.04 0.12 v/c Ratio 0.87 0.67 0.05 0.28 0.66 0.10 0.81 Uniform Delay, d1 30.8 21.7 13.8 46.1 35.1 26.9 59.9 Progression Factor 0.91 0.51 0.15 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.3 1.3 0.1 0.6 2.4 0.3 17.0 Delay (s) 37.3 12.4 21 467 37.5 27.2 76.9 Level of Service D B A D D C E Approach Delay (s) 18.6 36.5 76.9 0.0 Approach LOS B D E A Intersection Summary HCM 2000 Control Delay 28.6 HCM 2000. Level of Service C HCM 2000 Volume to Capacity ratio 0.91 Actuated Cycle Length (s) 145.0 Sum of lost time (s) 29.3 Intersection Capacity Utilization 90.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group PM 2020 Build Traffic Conditions Synchro 9 Report Page 13 HCM 2010 Signalized Intersection Summary 6- Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ' r tt r 4+ Traffic Volume (veh/h) 514 1311 82 62 903 160 127 7 78 0 0 Future Volume (veh/h) 514 1311 82 62 903 160 127 7 78 0 0 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 100 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1881 1881 1792 1863 1900 1900 1877 1900 Adj Flow Rate, veh/h 535 1366 85 65 941 167 132 7 81 Adj No. of Lanes 1 2 1 1 2 1 0 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 1 1 6 2 0 0 0 0 Cap, veh/h 715 1450 649 513 1053 480 145 8 89 Arrive On Green 0.72 0.81 081 0.27 0.30 0.30 0.14 0.14 0.14 Sat Flow, veh/h 1810 3574 1599 1707 3539 1615 1029 55 631 Grp Volume(v), veh/h 535 1366 85 65 941 167 220 0 0 Grp Sat Flow(s),veh/h/In 1810 1787 1599 1707 1770 1615 1715 0 0 Q Serve(g_s), s 16.9 44.4 1.6 0.0 36,9 11.7 18.3 0.0 0.0 Cycle Q Clear(g_c), s 16.9 44.4 1.6 0.0 36.9 11.7 18.3 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.60 0.37 Lane Grp Cap(c), veh/h 715 1450 649 513 1053 480 242 0 0 WC Ratio(X) 075 0.94 013 0.13 0.89 035 0.91 0.00 0.00 Avail Cap(c_a), veh/h 715 1940 868 513 1157 528 259 0 0 HCM Platoon Ratio 200 2.00 2.00 1.00 1.00 100 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 14.4 12.3 8.3 38.5 48.7 39.9 61.3 0.0 0.0 Incr Delay (d2), s/veh 2.7 9.1 0.3 0.1 11.6 2.0 31.7 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 11.1 22.5 0.7 1.9 19.7 5.5 10.8 0.0 0.0 LnGrp Delay(d),s/veh 17.1 21.4 8.5 38.6 60.3 41.9 930 0.0 0.0 LnGrp LOS B C A D E D F Approach Vol, veh/h 1986 1173 220 Approach Delay, s/veh 19.7 56.5 93.0 Approach LOS B E F Timer-. 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 63.7 51.7 29.6 47.9 67.5 Change Period (Y+Rc), s * 8.6 * 8.6 * 9.1 * 8.6 * 8.6 Max Green Setting (Gmax), s *49 *47 * 22 * 18 * 79 Max Q Clear Time (g_c+11), s 19.9 38.9 20.3 2.0 46.4 Green Ext Time (p -c), s 1.9 4.2 0.2 1.8 12.7 lnterseCtion Suminar� HCM 2010 Ctrl Delay 37.3 HCM 2010 LOS D Notes PM 2020 Build Traffic Conditions Synchro 9 Report Page 14 0 0 HCM 2010 Signalized Intersection Summary 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 x HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier PM 2020 Build Traffic Conditions Synchro 9 Report Page 15 e n d i x H Z '0'6 Traffic Co.rAitions . /- I i 'Level of S--i'vice ',,,Vcrks.-,ee4L- HCM 2010 TWSC 1: Lenoir Dr & McGhee Rd 10/13/2017 Intersection Int Delay, s/veh 3.4 MovementEBT EBR WBL WBT NBL NBR Lane Configurations T�' Minorl HCM Lane V/C Ratio +1 0 0 132 0 748 Traffic Vol, veh/h 112 9 143 285 10 87 Future Vol, veh/h 112 9 143 285 10 87 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized Stage 1 None - None - None Storage Length - Platoon blocked, % _ _ 0 Mov Cap -1 Maneuver Veh in Median Storage, # 0 822 Mov Cap -2 Maneuver 0 0 - Grade, % 0 834 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 52 33 12 13 30 44 Mvmt Flow 122 10 155 310 11 95 Major/Minor Major1 Major2 Minorl HCM Lane V/C Ratio Conflicting Flow All 0 0 132 0 748 127 Stage 1 - - - - 127 - Stage 2 - - 621 - Critical Hdwy - 4.22 - 6.7 6.64 Critical Hdwy Stg 1 _ _ 5.7 - Critical Hdwy Stg 2 - - 57 - Follow-up Hdwy - 2.308 - 3.77 3.696 Pot Cap -1 Maneuver 1394 - 342 822 Stage 1 - - - 834 - Stage 2 - - 486 - Platoon blocked, % - Mov Cap -1 Maneuver - 1394 296 822 Mov Cap -2 Maneuver _ _ 296 - Stage 1 - 834 Stage 2 421 - Approach EB WB RIB 1.4 HCM Control Delay, s 0 2.6 HCM LOS B Min: �1 atiel( o ° !vmt , 98LM1.. 'OT BR. "VRI WR1 Capacity (veh/h) 695 1394 HCM Lane V/C Ratio 0.152 0.112 HCM Control Delay (s) 11.1 - 7.9 0 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0.5 - - 0.4 - AM 2026 Build Traffic Conditions Synchro 9 Report Page 1 HCM 2010 TWSC 2- Welltown Rd & McGhee Rd 10/13/2017 Intersection Minor2 Major1 _ Major2 Conflicting Flow All 1254 Int Delay, s/veh 6.4 264 0 0 Stage 1 258 - Movement EBL EBR NBL NBT SBT SBR Lane Configurations t` 4.21 - Critical Hdwy Stg 1 6.1 - Traffic Vol, veh/h 2 175 400 116 231 12 Future Vol, veh/h 2 175 400 116 231 12 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 275 - - - Veh in Median Storage, # 0 - - 0 0 194 Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 53 11 13 0 0 Mvmt Flow 2 190 435 126 251 13 Major/Minor Minor2 Major1 _ Major2 Conflicting Flow All 1254 258 264 0 0 Stage 1 258 - - - - Stage 2 996 - - - - - Critical Hdwy 7.1 6.73 4.21 - Critical Hdwy Stg 1 6.1 - - Critical Hdwy Stg 2 6.1 - Follow-up Hdwy 3.5 3.777 2.299 - Pot Cap -1 Maneuver 150 672 1250 - Stage 1 751 - - - Stage 2 297 Platoon blocked, % - Mov Cap -1 Maneuver 109 672 1250 Mov Cap -2 Maneuver 163 - - - Stage 1 490 Stage 2 194 - - Approach EB_, _ NB SB _..., NCM Control Delay, s 12.7 7.3 0 HCM LOS B Min^r Lane/Major Mvmt 'N"Bt NBT EBLW_ EBLnL SE SBI Capacity (veh/h) 1250 - 163 672 - - HCM Lane V/C Ratio 0.348 - 0.013 0.283 - HCM Control Delay (s) 9.4 - 27.4 12.5 - HCM Lane LOS A - D B - HCM 95th %tile Q(veh) 1.6 - 0 12 - - AM 2026 Build Traffic Conditions Synchro 9 Report Page 2 Queues I Welltown Rd/Amoco Ln & US 11 10/13/2017 Lane Group EBL EBT WBL WBT WBR NBT SBL SBT Lane Group Flow (vph) 272 1667 100 1427 312 141 248 310 v/c Ratio 0.94 0.81 0.63 0.81 0.45 0.72 0.70 0 71 Control Delay 93.6 35.3 68.9 39.2 10.5 61.3 65.5 17.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 93.6 35.3 68.9 39.2 10.5 61.3 65.5 17.1 Queue Length 50th (ft) 228 428 86 286 25 87 103 16 Queue Length 95th (ft) #399 526 #188 #513 103 156 149 113 Internal Link Dist (ft) 1706 480 928 1388 Turn Bay Length (ft) 525 325 385 Base Capacity (vph) 291 2069 158 1759 687 250 396 457 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.93 0.81 0.63 0.81 0.45 0.56 0.63 0.68 Intersection Summary `! # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. AM 2026 Build Traffic Conditions Synchro 9 Report Page 3 HCM Signalized Intersection Capacity Analysis 3: Welltown Rd/Amoco Ln & US 11 10/13/2017 Mill WBT " WBR Lane Configurations ) fttl I ttt r 4+ T Traffic Volume (vph) 250 1455 78 92 1313 287 35 28 67 228 19 266 Future Volume (vph) 250 1455 78 92 1313 287 35 28 67 228 19 266 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.9 7.7 5.8 5.8 9.6 7.4 7.4 Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 0.97 1.00 Frt 1.00 0.99 1.00 1.00 0.85 0.93 1.00 0.86 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 1.00 Satd. Flow (prot) 1656 4646 1752 4803 1417 1593 2824 1494 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.99 0.95 100 Satd. Flow (perm) 1656 4646 1752 4803 1417 1593 2824 1494 Peak -hour factor, PHF 0.92 0,92 092 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 272 1582 85 100 1427 312 38 30 73 248 21 289 RTOR Reduction (vph) 0 4 0 0 0 169 0 31 0 0 253 0 Lane Group Flow (vph) 272 1663 0 100 1427 143 0 110 0 248 57 0 Heavy Vehicles (%) 9% ` 11% 7% 3% 8% 14% 0% 8% 15% 24% 29% 8% Turn Type Prot NA Prot NA custom Split NA Split NA Protected Phases 5 1 3 3 4 4 Permitted Phases 2 6 6 Actuated Green, G (s) 22.7 57.8 11,8 47.6 47.6 13.6 16.2 16.2 Effective Green, g (s) 22.7 57.8 11.8 47.6 47.6 13.6 16.2 16.2 Actuated g/C Ratio 0.17 0.44 0.09 0.37 0.37 0.10 0.12 0.12 Clearance Time (s) 7.1 5.9 7.7 5.8 5.8 9.6 7.4 7.4 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 30 3.0 Lane Grp Cap (vph) 289 2065 159 1758 518 166 351 186 v/s Ratio Prot c0.16 0.06 c0.07 c0.09 0.04 v/s Ratio Perm c0.36 0.30 0.10 v/c Ratio 0.94 0.81 0.63 0.81 0.28 0.66 0.71 0.31 Uniform Delay, dl 53.0 31.2 57.0 37.2 29.1 56.0 54.6 51.8 Progression Factor 1.00 1.00 0.89 0.92 130 1.00 100 1.00 Incremental Delay, d2 37.4 3.5 6.7 2.6 0.3 9.5 6.4 0.9 Delay (s) 90.4 34.7 57.6 36.8 38.0 65.4 61.0 52.7 Level of Service F C E D D E E D Approach Delay (s) 42.5 38.1 65.4 56.4 Approach LOS D D E E Intersection Summary HCM 2000 Control Delay 43.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 30.6 Intersection Capacity Utilization 89.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group AM 2026 Build Traffic Conditions Synchro 9 Report Page 4 HCM 2010 Signalized Intersection Summary 3: Welltown Rd/Amoco Ln & US 11 10/13/2017 HCM 2010 analysis does not support custom phasing. AM 2026 Build Traffic Conditions Synchro 9 Report Page 5 Queues 4:1-81 SB Ramps & US 11 10/13/2017 —9 - Lane Group EBT EBR WBL WBT SBT SBR Lane Group Flow (vph) 1247 728 371 1328 184 684 v/c Ratio 0.72 0.72 0.86 0.52 0.72 0.45 Control Delay 6.5 7.5 52.5 6.9 68.2 1.0 Queue Delay 00 2.1 0.0 0.2 0.0 0,0 Total Delay 6.5 9.5 52.5 7.1 68.2 1.0 Queue Length 50th (ft) 105 73 126 44 150 0 Queue Length 95th (ft) 121 110 #369 218 218 0 Internal Link Dist (ft) 103 460 1133 Turn Bay Length (ft) 250 75 Base Capacity (vph) 1730 1006 432 2538 502 1509 Starvation Cap Reductn 0 152 0 445 0 0 Spillback Cap Reductn 9 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.72 0.85 0.86 0.63 0.37 0.45 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. AM 2026 Build Traffic Conditions Synchro 9 Report Page 6 HCM Signalized Intersection Capacity Analysis 4.-1-81 SB Ramps & US 11 10/13/2017 -> ---t r .0- t -f Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Uontigurations tt fq t+ +T r Traffic Volume (vph) 0 1147 670 341 1222 0 0 0 0 169 0 629 Future Volume (vph) 0 1147 670 341 1222 0 0 0 0 169 0 629 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 ' 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lane Util Factor 0.95 1.00 1.00 0.95 1.00 100 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 095 1.00 0.95 1.00 Satd. Flow (prot) 3282 1417 1612 3343 1719 1509 Flt Permitted 1.00 1.00 0.14 1.00 0.95 1.00 Satd. Flow (perm) 3282 1417 230 3343 1719 1509 Peak -hour factor, PHF 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 1247 728 371 1328 0 0 0 0 184 0 684 RTOR Reduction (vph) 0 0 260 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 1247 468 371 1328 0 0 0 0 0 184 684 Heavy Vehicles (%) 0% 10% 14% 12% 8% 0% 0% 0% 0% 5% 0% 7% Turn Type NA Perm pm+pt NA Perm NA Free Protected Phases 6 5 2 4 Permitted Phases 6 2 4 Free Actuated Green, G (s) 68.5 68.5 98.7 98.7 19.3 130.0 Effective Green, g (s) 68.5 68.5 98.7 98.7 19.3 130.0 Actuated g/C Ratio 0.53 0.53 0.76 0.76 0.15 1.00 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 30 Lane Grp Cap (vph; 1729 746 431 2538 255 1509 v/s Ratio Prot 0,38 c0.16 0.40 v/s Ratio Perm 0.33 c0.49 0.11 0.45 v/c Ratio 0.72 063 0.86 0.52 0.72 0.45 Uniform Delay, d1 23.5 21.7 28.9 6.3 52.8 0.0 Progression Factor 0.19 0.76 1.02 0.91 1.00 1.00 Incremental Delay, d2 1.0 1.1 14.0 0.7 9.6 1.0 Delay (s) 5.5 17.5 '43 5 6.3 62.4 1.0 Level of Service A B D A E A Approach Delay (s) 10.0 144 0.0 140 Approach LOS A B A B Intersection Summaa y 406_ HCM 2000 Control Delay 12.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 84.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group AM 2026 Build Traffic Conditions Synchro 9 Report Page 7 HCM 2010 Signalized Intersection Summary 4: 1-81 SB Ramps & US 11 10/13/2017 -11 --p- f- -*- 41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 0 ff r 11-j 4111 0 1723 H' f Traffic Volume (veh/h) 0 1147 670 341 1222 0 0 0 0 169 0 629 Future Volume (veh/h) 0 1147 670 341 1222 0 0 0 0 169 0 629 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 0.51 1.00 1.00 0.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1727 1667 1696 1759 0 1900 1810 1776 Adj Flow Rate, veh/h 0 1247 0 371 1328 0 184 0 0 Adj No. of Lanes 0 2 1 1 2 0 0 1 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 0 10 14 12 8 0 7 0 7 Cap, veh/h 0 1262 545 620 2609 0 219 0 192 Arrive On Green 0.00 0.38 000 0.35 0.78 0.00 0.13 0.00 0.00 Sat Flow, veh/h 0 3368 1417 1616 3431 0 1723 0 1509 Grp Volume(v), veh/h 0 1247 0 371 1328 0 184 0 0 Grp Sat Flow(s),veh/h/in 0 1641 1417 1616 1671 0 1723 0 1509 Q Serve(g_s); s 0.0 49.0 0.0 19.4 18.8 0.0 13.6 0.0 0.0 Cycle Q Clear(g_c), s 0.0 49.0 0.0 19.4 18.8 0.0 13.6 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1262 545 620 2609 0 219 0 192 V/C Ratio(X) 0.00 0.99 000 0.60 0.51 0.00 0.84 0.00 0.00 Avail Cap(c_a), veh/h 0 1262 545 620 2609 0 504 0 441 HCM Platoon Ratio 1.00 1.00 100 1.00 1.00 1.00 100 1.00 1.00 Upstream Filter(]) 0.00 1.00 0.00 0.81 0.81 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 39.7 0.0 32.4 5.2 0.0 55.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 22.4 0.0 1.3 0.6 0.0 8.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 00 0.0 0.0 0.0 00 0.0 %i]e BackOfQ(50%),veh/In 0.0 26.1 0.0 10.8 8.7 0.0 6.9 0.0 0.0 LnGrp Delay(d),s/veh 0.0 62.1 0.0 33.6 5.8 0.0 637 0.0 0.0 LnGrp LOS E C A E Approach Vol, veh/h 1247 1699 184 Approach Delay, s/veh 62.1 11.9 63.7 Approach LOS E B E Timer 1 2 4 5 6. 7 8 . Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 107.5 22.5 51.5 56.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 80.0 38.0 24.0 50.0 Max Q Clear Time (g_c+ll ), s 20.8 15.6 21.4 51.0 Green Ext Time (p -c), s 16.3 1.0 2.1 0.0 Intersection Summary _ HCM 2010 Ctrl Delay 34.9 HCM 2010 LOS C AM 2026 Build Traffic Conditions Synchro 9 Report Page 8 Queues 5. 1-81 NB Ramp & US 11 10/13/2017 Jane Group EBT WBT NBA. NBR Lane Group Flow (vph) 1430 1102 596 432 v/c Ratio 0.74 0.54 0.60 0.89 Control Delay 5.7 4.0 39.2 58.6 Queue Delay 0.4 0.0 0.0 7.2 Total Delay 6.1 4.0 39.2 65.9 Queue Length 50th (ft) 88 14 212 316 Queue Length 95th (ft) 96 19 255 435 Internal Link Dist (ft) 460 138 842 Turn Bay Length (ft) 450 450 Base Capacity (vph) 1940 2032 1166 567 Starvation Cap Reductn 11 54 0 0 Spillback Cap Reductn 138 0 0 97 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 0.79 0.56 051 0.92 Intersection Summary AM 2026 Build Traffic Conditions Synchro 9 Report Page 9 HCM Signalized Intersection Capacity Analysis 5: 1-81 NB Ramp & US 11 10/13/2017 Lane Configurations tt tt r Traffic Volume (vph) 1316 0 0 1014 548 397 Future Volume (vph) 1316 0 0 1014 548 397 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 Lane Util. Factor 0.95 0,95 0.97 1.00 Frt 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3252 3406 3127 1468 Flt Permitted 100 1.00 0.95 1.00 Satd. Flow (perm) 3252 3406 3127 1468 Peak -hour factor, PHF 0,92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 1430 0 0 1102 596 432 RTOR Reduction (vph) 0 0 0 0 0 21 Lane Group Flow (vph) 1430 0 0 1102 596 411 Heavy Vehicles (%) 11% 0% 0% 6% 12% 10% Turn Type NA NA Prot Perm Protected Phases 2 6 4 Permitted Phases 4 Actuated Green, G (s) 77.6 77.6 41.4 41.4 Effective Green, g (s) 77.6 77.6 41.4 41.4 Actuated g/C Ratio 0.60 0.60 0.32 0.32 Clearance Time (s) 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3,0 3.0 3.0 Lane Grp Cap (vph) 1941 2033 995 467 v/s Ratio Prot c0.44 0.32 0.19 v/s Ratio Perm c0.28 v/c Ratio 0.74 0.54 0.60 0.88 Uniform Delay, d1 18.9 15.6 37.3 41.9 Progression Factor 0.19 0-18 1,00 1.00 Incremental Delay, d2 1.9 0.3 1.0 17.0 Delay (s) 5.4 3.1 38.3 58.9 Level of Service A A D E Approach Delay (s) 5.4 3.1 47.0 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 16.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 11.0 Intersection Capacity Utilization 84.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group AM 2026 Build Traffic Conditions Synchro 9 Report Page 10 HCM 2010 Signalized Intersection Summary 5: 1-81 NB Ramp & US 11 10/13/2017 --- '4- Movement EBT EBR WBL WBT NBL NBR Lane Configurations tt 4 5 6 7 8 tt M r Traffic Volume (veh/h) 1316 0 0 1014 548 ' 397 Future Volume (veh/h) 1316 0 0 1014 548 397 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 .1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1712 0 0 1792 1696 1727 Adj Flow Rate, veh/h 1430 0 0 1102 596 432 Adj No, of Lanes 2 0 0 2 2 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 11 0 0 6 12 10 Cap, veh/h 1932 0 0 2024 1007 472 Arrive On Green 0.59 0.00 0.00 1.00 0.32 0.32 Sat Flow, veh/h 3423 0 0 3585 3134 1468 Grp Volume(v), veh/h 1430 0 0 1102 596 432 Grp Sat Flow(s),veh/h/In 1626 0 0 1703 1567 1468 Q Serve(g_s), s 41.4 0.0 0.0 0.0 20.7 36.8 Cycle Q Clear(g_c), s 41.4 0.0 0.0 0.0 20.7 36.8 Prop In Lane 0.00 0.00 1.00 1,00 Lane Grp Cap(c), veh/h 1932 0 0 2024 1007 472 WC Ratio(X) 074 0.00 0.00 0.54 0.59 0.92 Avail Cap(c_a), veh/h 1932 0 0 2024 1169 548 HCM Platoon Ratio 1.00 1.00 1.00 2.00 1.00 1.00 Upstream Filter(I) 0.62 0.00 0.00 0.83 1.00 1.00 Uniform Delay (d), s/veh 19.1 0.0 0.0 0.0 37.0 42.4 Incr Delay (d2), s/veh 1.6 0.0 0.0 0.3 0.6 18.6 Initial Q Delay(d3),s/veh 00 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 18.9 0.0 0.0 0.1 9.0 17.3 LnGrp Delay(d),s/veh 207 0.0 0.0 0.3 37.6 61.1 LnGrp LOS C A D E Approach Vol, veh/h 1430 1102 1028 Approach Delay, s/veh 20.7 0.3 47.5 Approach LOS C A D Timer 1 2 _3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 82.7 47.3 82.7 Change Period (Y+Rc), s 5.5 5.5 5.5 Max Green Setting (Gmax), s 70.5 48.5 70.5 Max Q Clear Time (g_c+ll), s 43.4 38.8 2.0 Green Ext Time (p -c), s 20.9 3.0 38.8 HCM 2010 Ctrl Delav 22.1 HCM 2010 LOS C AM 2026 Build Traffic Conditions Synchro 9 Report Page 11 Queues 6: Redbud Rd/1-81 NB Ramp & US 11 EBT EBR 10/13/2017 WBT --I. NBT Lane Group Flow (vph) t Lane Group EBL EBT EBR WBL WBT WBR NBT Lane Group Flow (vph) 376 1265 125 188 1021 169 139 v/c Ratio 0.78 0.61 0.12 048 0.54 0.19 054 Control Delay 27.2 9.2 0.1 14.8 20.6 2.0 10.2 Queue Delay 4 8 1.5 1.0 0.0 _ 0.0 0.0 0.0 Total Delay 31.9 10.7 1.1 14.8 20.6 2.0 10.2 Queue Length 50th (ft) 107 135 0 25 265 0 0 Queue Length 95th (ft) 231 288 m0 66 413 27 21 Internal Link Dist (ft) 138 1843 1091 Turn Bay Length (ft) 130 75 150 275 Base Capacity (vph) 610 2086 1052 440 1894 910 395 Starvation Cap Reductn 166 588 728 0 0 0 0 Spillback Cap Reductn 0 0 0 0 36 0 2 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.85 0 84 0.39 0.43 055 0.19 0.35 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal AM 2026 Build Traffic Conditions Synchro 9 Report Page 12 HCM Signalized Intersection Capacity Analysis 6. Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 l Movement EBL EBT EBR WBL WBT WBR ' NBl_ NBT NBR SBL SBT SBR Lane Configurations ) �t f ft r Traffic Volume (vph) 365 1227 121 182 990 164 24 0 111 0 0 0 Future Volume (vph) 365 1227 121 182 990 164 24 0 111 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 11.6 8.6 8.6 8.6 8.6 8.6 9.1 Lane Util, Factor 1.00 0.95 1.00 1.00 0.95 _ 1.00 100 Frt 1.00 1.00 0.85 1.00 1.00 0.85 0.89 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.99 Satd. Flow (prot) 1556 3312 1599 1805 3374 1468 1666 Flt Permitted 0.22 1.00 1.00 0.16 1.00 1.00 0.99 Satd. Flow (perm) 368 3312 1599 305 3374 1468 1666 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 376 1265 125 188 1021 169 25 0 114 0 0 0 RTOR Reduction (vph) 0 0 46 0 0 74 0 133 0 0 0 0 Lane Group Flow (vph) 376 1265 79 188 1021 95 0 6 0 0 0 0 Heavy Vehicles (%) 16% 9% 1 % 0% 7% 10% 3% 0% 0% 0% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Protected Phases 1 6 5 2 4 Permitted Phases 6 6 2 2 4 Actuated Green, G (s) 106.3 81.9 81,9 88.8 73.0 73.0 6.0 Effective Green, g (s) 100.6 81.9 81.9 88.8 73.0 73.0 6.0 Actuated g/C Ratio 0..77 0.63 ` ' 0.63 0.68 0.56 0.56 0.05 Clearance Time (s) 8.6 8.6 8.6 8.6 8.6 8.6 9.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 483 2086 1007 390 1894 824 76 v/s Ratio Prot c0.13 0.38 0.06 0.30 v/s Ratio Perm c0.47 0.05 0.27 0.06 0.00 v/c Ratio 0.78 0.61 0.08 0.48 0.54 0.12 0.08 Uniform Delay, d1 20.2 14.4 9.4 25.9 17.9 13.4 59.4 Progression Factor 0.92 0.54 0.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.2 0.9 0.1 0.9 1.1 0.3 0.5 Delay (s) 23.7 8.6 0.1 26.8 19.0 13.6 59.8 Level of Service C A A C B B E Approach Delay (s) 11.2 19.4 59.8 0.0 Approach LOS B B E A Intersection ,Summa i� - ,I _ R I P .. HCM 2000 Control Delay 16.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length (s) 130.0 Sum of lost time (s) 29.3 Intersection Capacity Utilization 80.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group AM 2026 Build Traffic Conditions Synchro 9 Report Page 13 HCM 2010 Signalized Intersection Summary 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 -O� moi► 'r `41 Movement EBL EBT EBR VBL , WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations tt r tt r Traffic Volume (veh/h) 365 1227 , 121 182 990 164 24 0 111 0 0 0 Future Volume (veh/h) 365 1227 121 182 990 164 24 0 111 0 0 0 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 _ 100 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1638 1743 1881 1900 1776 1727 1900 1890 1900 Adj Flow Rate, veh/h 376 1265 125 188 1021 169 25 0 114 Adj No. of Lanes 1 2 1 1 2 1 0 1 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 16 9 1 0 7 10 0 0 0 Cap, veh/h 590 1341 647 599 1157 504 30 0 135 Arrive On Green 0.66 0.81 0.81 0.29 0.34 0.34 0.10 0.00 0.10 Sat Flow, veh/h 1560 3312 1599 1810 3374 1468 295 0 1343 Grp Volume(v), veh/h 376 1265 125 188 1021 169 139 0 0 Grp Sat Flow(s),veh/h/In 1560 1656 1599 1810 1687 1468 1638 0 0 Q Serve(g_s), s 8.7 40.0 2.3 5.1 37.1 11.1 10.8 0.0 0.0 Cycle Q Clear(g_c), s 8.7 40.0 2.3 5.1 37.1 11.1 10.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.18 0.82 Lane Grp Cap(c), veh/h 590 1341 647 599 1157 504 164 0 0 V/C Ratio(X) 0.64 0.94 0.19 0.31 0.88 0.34 0.85 0.00 0-00 Avail Cap(c_a), veh/h 590 1715 828 599 1305 568 227 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 100 1.00 1.00 Upstream Filter(I) 0.55 0.55 0.55 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 15.1 11.2 7.6 33.2 40.2 31.7 57.5 0.0 0.0 Incr Delay (d2), slveh 1.3 9.0 0.4 0.3 9.8 1.8 18.8 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 6.2 18.9 1.0 5.1 18.9 4.8 5.8 0.0 0.0 LnGrp Delay(d),s/veh 16.4 20.2 7.9 33.5 50.1 33.5 76.3 0.0 0.0 LnGrp LOS B C A C D C E Approach Vol, veh/h 1766 1378 139 Approach Delay, s/veh 18.5 45.8 76.3 Approach LOS B D E i",mE k 3 4 6 7 8` Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 54.7 53.2 22.1 46.6 61.2 r,. Change Period (Y+Rc), s * 8.6 * 8.6 * 9.1 * 8.6 * 8.6 Max Green Setting (Gmax), s * 35 ' 50 * 18 * 18 * 67 Max Q Clear Time (g_c+I1), s 11.7 39.1 12.8 7.1 42.0 Green Ext Time (p -c), s 1.7 5.5 0.3 1.4 10.6 Intersectiones Summery �. HCM 2010 Ctrl Delay 32.4 HCM 2010 LOS C Notes AM 2026 Build Traffic Conditions Synchro 9 Report Page 14 HCM 2010 Signalized Intersection Summary 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. AM 2026 Build Traffic Conditions Synchro 9 Report Page 15 HCM 2010 TWSC 1: Lenoir Dr & McGhee Rd 10/13/2017 Intersection Int Delay, s/veh 5.5 Movement EBT EBR WBL WBT NBL NBIR Lane Configurations T 292 Stage 1 +1 - - 292 Traffic Vol veh/h 267 4 64 67 16 211 Future Vol, veh/h 267 4 64 67 16 211 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length Stage 2 - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 11 0 47 31 13 9 Mvmt Flow 290 4 70 73 17 229 Major/Minor Major1 Major2 Minor1 0.35 - Conflicting Flow All 0 0 295 0 504 292 Stage 1 - - - - 292 - Stage 2 - - - 212 - Critical Hdwy - - 4.57 - 6.53 6.29 Critical Hdwy Stg 1 - - 5.53 - Critical Hdwy Stg 2 - - - 5.53 - Follow-up Hdwy 2.623 - 3.617 3.381 Pot Cap -1 Maneuver - - 1049 - 508 731 Stage 1 - - - - 733 - Stage 2 - - - - 798 - Platoon blocked, % - - Mov Cap -1 Maneuver - - 1049 472 731 Mov Cap -2 Maneuver - - - 472 - Stage 1 - - - 733 - Stage 2 - - 742 - Approach EB WB N8 HCM Control Delay, s 0 4.2 12.8 HCM LOS B Minor Lane/Maior Mvmt NBLn1 EBTEBR VVBL WBT" Capacity (veh/h) 704 - - 1049 - HCM Lane V/C Ratio 0.35 - - 0.066 - HCM Control Delay (s) 12.8 - - 8.7 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 1.6 - - 0.2 - PM 2026 Build Traffic Conditions Synchro 9 Report Paqe 1 HCM 2010 TWSC 2: Welltown Rd & McGhee Rd 10/13/2017 Intersection Int Delay, s/veh 6.5 Movement :-_ EBL EBR NBL NBT SBT SBR Lane Configurations r Stage 1 + T Traffic Vol, veh/h 16 398 93 317 154 7 Future Vol, veh/h 16 398 93 317 154 7 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 0 275 - _ Platoon blocked, % Veh in Median Storage, # 0 - _ 0 0 - Grade, % 0 - - 0 0 - _ Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 0 11 43 5 0 0 Mvmt Flow 17 433 101 345 167 8 Major/Minor Minor2 Major1 Majors" Conflicting Flow All 718 171 175 0 0 Stage 1 171 - _ - _ Stage 2 547 - _ Critical Hdwy 6.4 6.31 4.53 - - Critical Hdwy Stg 1 5.4 - _ Critical Hdwy Stg 2 54 - - Follow-up Hdwy 3.5 3.399 2.587 Pot Cap -1 Maneuver 399 850 1188 - - Stage 1 864 - - Stage 2 584 - _ Platoon blocked, % _ Mov Cap -1 Maneuver 365 850 1188 - - Mov Cap -2 Maneuver 448 - - _ Stage 1 864 Stage 2 534 _ Approach EB NB SB HCM Control Delay, s 13.5 _ 1.9 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 EBLn2 SBT SBR Capacity (veh/h) 1188 - 448 850 _ HCM Lane V/C Ratio 0.085 - 0.039 0.509 HCM Control Delay (s) 8.3 - 13.4 13.5 HCM Lane LOS A - B B HCM 95th °/stile Q(veh) 0.3 - 0.1 2.9 - - PM 2026 Build Traffic Conditions Synchro 9 Report Page 2 Queues I Welltown Rd/Amoco Ln & US 11 10/13/2017 # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. PM 2026 Build Traffic Conditions Synchro 9 Report Page 3 '# --P. -4- t Lane Group EBL EBT WBL WBT WBR NBT SBL SBT Lane Group Flow (vph) 211 1960 79 1521 211 194 349 347 v/c Ratio 0.86 0.82 0.66 0.78 0.32 0.82 0.81 0.71 Control Delay 88.4 35.9 69.9 25.0 3.1 69.4 74.2 15.2 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 88.4 36.1 69.9 25.0 3.1 69.4 74.2 15.2 Queue Length 50th (ft) 187 576 69 398 14 124 160 10 Queue Length 95th (ft) #314 644 #146 448 27 #232 #225 113 Internal Link Dist (ft) 1706 509 928 1388 Turn Bay Length (ft) 525 550 385 Base Capacity (vph) 265 2378 119 1952 666 264 450 497 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 42 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.80 0.84 0.66 0.78 0.32 0.73 0.78 0.70 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. PM 2026 Build Traffic Conditions Synchro 9 Report Page 3 HCM Signalized Intersection Capacity Analysis 1 Welltown Rd/Amoco Ln & US 11 4- T 10/13/2017 Movement _ EBL EBT 'EBR WBL WBT WBR NBL ' NBT NBR SBL SBT SBR Lane Configurations ) W4 %1 ft'l r )"f T Traffic Volume (vph) 207 1820 101 77 1491 207 44 23 123 342 12 328 Future Volume (vph) 207 1820 101 77 1491 207 44 23 123 342 12 328 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 7.1 5.9 7.7 5.8 5.8 9.6 7.4 7.4 Lane Util, Factor 1.00 0.91 1.00 091 1.00 1.00 0.97 1.00 Frt 1.00 0.99 1.00 1.00 0.85 0.91 1.00 0.86 At Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 1.00 Satd. Flow (prot) 1626 5001 1805 4940 1429 1681 3367 1550 At Permitted 0.95 1.00 0.95 1.00 1.00 0.99 0.95 100 Satd. Flow (perm) 1626 5001 1805 4940 1429 1681 3367 1550 Peak -hour factor, PHF 0.98 0.98 098 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 211 1857 103 79 1521 211 45 23 126 349 12 335 RTOR Reduction (vph) 0 4 0 0 0 102 0 49 0 0 292 0 Lane Group Flow (vph) 211 1956 0 79 1521 109 0 145 0 349 55 0 Heavy Vehicles (%) 11% 3% 1 % 0% 5% 13% 0% 0% 3% 4% 0% 5% Turn Type Prot NA Prot NA custom Split NA Split NA Protected Phases 5 1 3 3 4 4 Permitted Phases 2 6 6 Actuated Green, G (s) 21,1 66.5 9.3 55.4 55.4 15.6 18.0 18.0 Effective Green, g (s) 21.1 66.5 9.3 55.4 55.4 15.6 18.0 18.0 Actuated g/C Ratio 0,15 0.48 0.07 0.40 0.40 0.11 0.13 0.13 Clearance Time (s) 7.1 5.9 7.7 5.8 5.8 9.6 7.4 7.4 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 30 Lane Grp Cap (vph) 245 2375 119 1954 565 187 432 199 v/s Ratio Prot 0.13 0.04 c0.09 c0.10 0.04 v/s Ratio Perm c0.39 c0.31 0.08 v/c Ratio 0.86 0.82 0.66 0.78 0.19 0.78 0.81 0.28 Uniform Delay, d1 58.0 31.7 63.8 36.9 27.7 60.5 59.3 55.1 Progression Factor 1.00 100 073 0.58 026 1.00 1.00 1.00 Incremental Delay, d2 25.2 3.4 11.5 1.8 0.1 18.1 10.6 0.8 Delay (s) 83.2 35.1 57.9 23.2 7.4 78.6 69.9 55.9 Level of Service F D E C A E E E Approach Delay (s) 39.8 22.9 78.6 62.9 Approach LOS D C E E Intersection Summary_ HCM 2000 Control Delay 38.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 30.6 Intersection Capacity Utilization 99.3% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group PM 2026 Build Traffic Conditions Synchro 9 Report Page 4 HCM 2010 Signalized Intersection Summary 3: Welltown Rd/Amoco Ln & US 11 10/13/2017 HCM 2010 analysis does not support custom phasing. PM 2026 Build Traffic Conditions Synchro 9 Report Page 5 Queues 4: 1-81 SB Ramps & US 11 EBT EBR WBL 10/13/2017 SBT SBR Lane Group Flow (vph) 1624 689 Lane Group EBT EBR WBL WBT SBT SBR Lane Group Flow (vph) 1624 689 403 1512 192 444 v/c Ratio 0.83 0.66 1.07 0.57 0.74 030 Control Delay 9.6 2.8 107.8 6.6 73.3 0.5 Queue Delay 0.2 0 7 0.0 0.3 0.0 0.0 Total Delay 9.8 3.4 107.8 6.9 73.3 0.5 Queue Length 50th (ft) 173 29 -315 154 170 0 Queue Length 95th (ft) 199 61 #566 302 243 0 Internal Link Dist (ft) 73 460 1133 Turn Bay Length (ft) 250 75 Base Capacity (vph) 1945 1039 375 2645 489 1495 Starvation Cap Reductn 26 113 0 448 0 0 Spillback Cap Reductn 29 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.85 0.74 1.07 0.69 0.39 0.30 Intersection Summary Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer Queue shown is maximum after two cycles. PM 2026 Build Traffic Conditions Synchro 9 Report Pace 6 HCM Signalized Intersection Capacity Analysis 4:1-81 SB Ramps & US 11 10/13/2017 -c0--- EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations tt r I tt +T r Traffic Volume (vph) 0 1592 675 395 1482 0 0 0 0 188 0 435 Future Volume (vph) 0 1592 675 395 1482 0 0 0 0 188 0 435 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 4.0 Lane Util. Factor 0.95 1.00 1.00 0.95 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 100 100 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3505 1553 1787 3438 1805 1495 At Permitted 1.00 1.00 0.06 1.00 0.95 1.00 Satd. Flow (perm) 3505 1553 115 3438 1805 1495 Peak -hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 0 1624 689 403 1512 0 0 0 0 192 0 444 RTOR Reduction (vph) 0 0 178 0 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 0 1624 511 403 1512 0 0 0 0 0 192 444 Heavy Vehicles (%) 0% 3% 4% 1 % 5% 0% 0% 0% 0% 0% 0% 8% Turn Type NA Perm pm+pt NA Perm NA Free Protected Phases 6 5 2 4 Permitted Phases 6 2 4 Free Actuated Green, G (s) 77.7 777 107.7 107.7 20.3 140.0 Effective Green, g (s) 77.7 77.7 107.7 107.7 20.3 140.0 Actuated g/C Ratio 0.56 0.56 0.77 0.77 0.15 1.00 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1945 861 375 2644 261 1495 v/s Ratio Prot 0.46 c0.18 0.44 v/s Ratio Perm 0.33 c0.64 0.11 0.30 v/c Ratio 0.83 059 1.07 0.57 0.74 0.30 Uniform Delay, d1 25.8 20.7 42.1 6.7 57.3 0.0 Progression Factor 0.24 0.10 0.98 0.80 1.00 1.00 Incremental Delay, d2 1.8 0.6 63.0 0.7 10.3 0.5 Delay (s) 8.0 2.7 104.3 6.1 67.6 0.5 Level of Service A A F A E A Approach Delay (s) 6.4 26.7 0.0 20.8 Approach LOS A C A C Intersection Summary HCM 2000 Control Delay 16.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 1.05 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 18.0 Intersection Capacity Utilization 91.3% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group PM 2026 Build Traffic Conditions Synchro 9 Report Page 7 HCM 2010 Signalized Intersection Summary 4: 1-81 SB Ramps & US 11 10/13/2017 lovement EBL EBT EBR' WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ft if tit 4 Traffic Volume (veh/h) 0 1592 675 395 1482 0 0 0 0 188 0 435 Future Volume (veh/h) 0 1592 675 395 1482 0 0 0 0 188 0 435 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 0 1845 1827 1881 1810 0 1900 1900 1759 Adj Flow Rate, veh/h 0 1624 0 403 1512 0 192 0 0 Adj No. of Lanes 0 2 1 1 2 0 0 1 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 3 4 1 5 0 8 0 8 Cap, veh/h 0 1502 666 620 2712 0 227 0 188 Arrive On Green 0.00 0.43 0.00 0.32 079 0.00 0.13 0.00 0.00 Sat Flow, veh/h 0 3597 1553 1792 3529 0 1810 0 1495 Grp Volume(v), veh/h 0 1624 0 403 1512 0 192 0 0 Grp Sat Flow(s),veh/h/In 0 1752 1553 1792 1719 0 1810 0 1495 Q Serve(g_s), s 0.0 60.0 0.0 22.5 23.2 0.0 14.5 0.0 0.0 Cycle Q Clear(g_c), s 0.0 60.0 0.0 22.5 23.2 0.0 14.5 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 1502 666 620 2712 0 227 0 188 WC Ratio(X) 0.00 1.08 0.00 0.65 0.56 0.00 0.85 0.00 0.00 Avail Cap(c_a), veh/h 0 1502 666 620 2712 0 491 0 406 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.76 0.76 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 40.0 0.0 38.9 5.6 0.0 59.9 0.0 0.0 Incr Delay (d2), s/veh 0.0 48.5 0.0 1.8 0.6 0.0 8.4 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.0 39.1 0.0 13.4 11.2 0.0 7.8 0.0 0.0 LnGrp Delay(d),s/veh 00 88.5 0.0 40.7 6.2 0.0 683 0.0 0.0 LnGrp LOS F D A E Approach Vol, veh/h 1624 1915 192 Approach Delay, s/veh 88.5 13.5 68.3 Approach LOS F B E Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 5 6 Phs Duration (G+Y+Rc), s 116.4 23.6 50.4 66.0 Change Period (Y+Rc), s 60 6.0 6.0 6.0 Max Green Setting (Gmax), s 90.0 38.0 24.0 60.0 Max Q Clear Time (g_c+11), s 25.2 16.5 24.5 620 Green Ext Time (p -c), s 20.9 1.0 0.0 0.0 Intersection Summary, HCM 2010 Ctrl Delay 49.0 HCM 2010 LOS D PM 2026 Build Traffic Conditions Synchro 9 Report Page 8 Queues 5:1-81 NB Ramp & US 11 10/13/2017 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal PM 2026 Build Traffic Conditions Synchro 9 Report Page 9 Lane Group EBT WBT NBL NBR Lane Group Flow (vph) 1835 1315 620 514 A Ratio 0.90 0.63 0.56 0.95 Control Delay 9.7 1.7 39.6 71.4 Queue Delay 46.6 5.4 0.0 552 Total Delay 56.3 7.1 39.6 126.6 Queue Length 50th (ft) 120 57 231 437 Queue Length 95th (ft) 157 m55 292 #658 Internal Link Dist (ft) 460 138 842 Turn Bay Length (ft) 450 450 Base Capacity (vph) 2035 2075 1146 562 Starvation Cap Reductn 1 690 0 0 Spillback Cap Reductn 648 39 0 337 Storage Cap Reductn 0 0 0 0 Reduced v/c Ratio 1.32 0.95 0.54 2.28 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal PM 2026 Build Traffic Conditions Synchro 9 Report Page 9 HCM Signalized Intersection Capacity Analysis 5: 1-81 NB Ramp & US 11 10/13/2017 EBT EBR WBL WBT NBL NBR Lane Configurations tt tt M r Traffic Volume (vph) 1780 0 0 1276 601 499 Future Volume (vph) 1780 0 0 1276 601 499 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.5 5.5 5.5 5.5 Lane Util, Factor 0.95 0.95 0.97 1,00 Frt 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3505 3574 3242 1568 Flt Permitted 1.00 1.00 095 1.00 Satd. Flow (perm) 3505 3574 3242 1568 Peak -hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 1835 0 0 1315 620 514 RTOR Reduction (vph) 0 0 0 0 0 9 Lane Group Flow (vph) 1835 0 0 1315 620 505 Heavy Vehicles (%) 3% 0% 0% 1% ' 8% 3% Turn Type NA NA Prot Perm Protected Phases 2 6 4 Permitted Phases 4 Actuated Green, G (s) 81.3 81.3 47.7 47.7 Effective Green, g (s) 81.3 81.3 47.7 47.7 Actuated g/C Ratio 0.58 0.58 0.34 0.34 Clearance Time (s) 5.5 5.5 5.5 5.5 Vehicle Extension (s) 3.0 3.0 3.0 3,0 Lane Grp Cap (vph) 2035 2075 1104 534 v/s Ratio Prot c0.52 0.37 0.19' v/s Ratio Perm c0.32 v/c Ratio 0.90 0.63 0.56 0.95` Uniform Delay, d1 25.8 19.5 37.6 44.9 Progression Factor 0.17 0.08 1.00 1.00 Incremental Delay, d2 4.4 0.1 0.7 25.9 Delay (s) 8.8 1.6 38.3 70.9 Level of Service A A D E Approach Delay (s) 8.8 1.6 53.0 Approach LOS A A D rsectyon; Summa+ HCM 2000 Control Delay 18.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.92 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 11.0 Intersection Capacity Utilization 91.3% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group PM 2026 Build Traffic Conditions Synchro 9 Report Page 10 HCM 2010 Signalized Intersection Summary 5: 1-81 NB Ramp & US 11 10/13/2017 Movement EBT EBR WBL WBT NBL ` NBR Lane Configurations ft t r Traffic Volume (veh/h) 1780 0 0 1276 601 499 Future Volume (veh/h) 1780 0 0 1276 601 499 Number 2 12 1 6 7 14 Initial Q (Qb), veh 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow.. veh/h/In 1845 0 0 1881 1759 1845 Adj Flow Rate, veh/h 1835 0 0 1315 620 514 Adj No. of Lanes 2 0 0 2 2 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 3 0 0 1 8 3 Cap, veh/h 2025 0 0 2065 1117 539 Arrive On Green 0.58 0.00 0.00 1 00 0.34 0.34 Sat Flow, veh/h 3689 0 0 3762 3250 1568 Grp Volume(v), veh/h 1835 0 0 1315 620 514 Grp Sat Flow(s),veh/h/In 1752 0 0 1787 1625 1568 Q Serve(g_s), s 65.0 0.0 0.0 0.0 21.7 44,8 Cycle Q Clear(g_c), s 65.0 0.0 0.0 0.0 21.7 44.8 Prop In Lane 0.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 2025 0 0 2065 1117 539 V/C Ratio(X) 0.91 0.00 0.00 0.64: 0.55 0.95 Avail Cap(c_a), veh/h 2025 0 0 2065 1149 554 HCM Platoon Ratio 1.00 100 1.00 2.00 100 1.00 Upstream Filter(I) 0.44 0.00 0.00 0.09 1.00 1.00 Uniform Delay (d), s/veh 26.2 0.0 0.0 0.0 1 37.3 44.9 Incr Delay (d2), s/veh 3.5 0.0 0.0 0.1 0.6 26.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 00 0.0 %ile BackOfQ(50%),veh/In 32.3 0.0 0.0 0.0 9.8 23.4 LnGrp Delay(d),s/veh 29.7 00 0.0 0.1 37.8 71.6 LnGrp LOS C A D E Approach Vol, veh/h 1835 1315 1134 Approach Delay, s/veh 29.7 0.1 53.1 Approach LOS C A D Time(,. - 3 5 ij 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 86.4 53.6 86.4 Change Period (Y+Rc), s 5.5 5.5 5.5 Max Green Setting (Gmax), s 79.5 49.5 79.5 Max Q Clear Time (g_c+ll ), s 67.0 46.8 2.0 Green Ext Time (p -c), s 11.8 1.3 58.1 Intersection Summary HCM 2010 Ctrl Delay 26.8 HCM 2010 LOS C PM 2026 Build Traffic Conditions Synchro 9 Report Page 11 Queues 6: Redbud Rd/1-81 NB Ramp & US 11 EBL EBT 10/13/2017 + -*- WBR t Lane Group EBL EBT EBR WBL WBT WBR NBT Lane Group Flow (vph) 570 1713 91 148 1378 282 359 v/c Ratio 114 0.93 0.10 0.53 1.02 0.38 1.14 Control Delay 115.4 24.6 0.2 44.2 72.6 11.3 140.4 Queue Delay , 10.5 45.7 1.5 0.0 0.0 0.0 0.0 Total Delay 125.9 70.4 1.7 44.2 72.6 11.3 140.4 Queue Length 50th (ft) -561 527 0 76 -699 52 -348 Queue Length 95th (ft) m#677 746 m0 151 #839 126 #551 Internal Link Dist (ft) 138 1843 1091 Turn Bay Length (ft) 130 75 150 275 Base Capacity (vph) 498 1858 886 278 1349 736 314 Starvation Cap Reductn 296 454 658 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 2.82 1.22 0.40 0.53 1.02 038 1.14 . Intersection Summary - Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal PM 2026 Build Traffic Conditions Synchro 9 Report Page 12 HCM Signalized Intersection Capacity Analysis 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 Movement EBL EBT EBR WBL WBT WBR NBL„ NBT NBR SBL SBT SBR Lane Configurations Ai t -,,It r 4> Traffic Volume (vph) 547 1644 87 142 1323 271 135 8 202 0 0 0 Future Volume (vph) 547 1644 87 142 1323 271 135 8 202 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 11.6 8.6 8.6 8.6 8.6 8.6 9.1 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1,00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 0.92 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.98 Satd. Flow (prot) 1805 3574 1599 1703 3539 1615 1703 Flt Permitted 0.06 1.00 1.00 0.07 1,00 1.00 0.98 Satd. Flow (perm) 123 3574 1599 134 3539 1615 1703 Peak -hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 570 1712 91 148 1378 282 141 8 210 0 0 0 RTOR Reduction (vph) 0 0 44 0 0 120 0 36 0 0 0 0 Lane Group Flow (vph) 570 1713 47 148 1378 162 0 323 0 0 0 0 Heavy Vehicles (%) 0% 1% 1% 6% 2% 0% 2% 0% 0% 0% 0% 0% Turn Type pm+pt NA Perm pm+pt NA Perm Perm NA Protected Phases 1 6 5 2 4 Permitted Phases 6 6 2 2 4 Actuated Green, G (s) 99.4 72.2 72.2 72.0 53.4 , 53.4 22.9 Effective Green, g (s) 96.4 72.2 72.2 72.0 53.4 53.4 22.9 Actuated g/C Ratio 0.69 0,52 0.52 0.51 0.38 0.38 0.16 Clearance Time (s) 8.6 8.6 8.6 8.6 8.6 8.6 9.1 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 497 1843 824 277 1349 616 278 v/s Ratio Prot c0.28 0.48 0.07 0.39 v/s Ratio Perm c0.51 0.03 0.20 0.10 0.19 v/c Ratio 1.15 0.93 0.06 0.53 1.02 0.26 1.16 Uniform Delay, dl 46.4 31.5 16.9 52.7 43.3 29.8 58.5 Progression Factor 0.92 0.61 0.09 100 1.00 1.00 1.00 Incremental Delay, d2 76.4 4.7 0.1 2.0 30.1 1.0 105.1 Delay (s) 119.1 24.1 1.6 54.7 73.4 30.8 163:7 Level of Service F C A D E C F Approach Delay (s) 46.0 65.2 163.7 0.0 Approach LOS D E F A intersection Summary HCM 2000 Control Delay 63.0 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.21 Actuated Cycle Length (s) 140.0 Sum of lost time (s) 29.3 Intersection Capacity Utilization 111.6% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group PM 2026 Build Traffic Conditions Synchro 9 Report Page 13 HCM 2010 Signalized Intersection Summary 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 -` --0► tt 4-- I t /0 nent EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations tt r I tt r Traffic Volume (veh/h) 547 1644 87 142 1323 271 135 8 202 0 0 Future Volume (veh/h) 547 1644 87 142 1323 271 135 8 202 0 0 Number 1 6 16 5 2 12 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped -Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/In 1900 1881 1881 1792 1863 1900 1900 1885 1900 Adj Flow Rate, veh/h 570 1712 91 148 1378 282 141 8 210 Adj No. of Lanes 1 2 1 1 2 1 0 1 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 1 1 6 2 0 0 0 0 Cap, veh/h 496 1766 790 319 1350 616 108 6 161 Arrive On Green 0.49 0.99 099 0.15 0.38 0.38 0.16 0.16 0.16 Sat Flow, veh/h 1810 3574 1599 1707 3539 1615 659 37 982 Grp Volume(v), veh/h 570 1712 91 148 1378 282 359 0 0 Grp Sat Flow(s),veh/h/In 1810 1787 1599 1707 1770 1615 1679 0 0 Q Serve(g_s), s 344 185 0.1 6.3 53.4 18.3 22.9 0.0 0.0 Cycle Q Clear(g_c), s 34.4 18.5 0.1 6.3 53.4 18.3 22.9 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.39 0.58 Lane Grp Cap(c), veh/h 496 1766 790 319 1350 616 275 0 0 WC Ratio(X) 1.15 0.97 0.12 0.46 1.02 0.46 1.31 0.00 0.00 Avail Cap(c_a), veh/h 496 1859 831 319 1350 616 275 0 0 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.29 0.29 0.29 1.00 1.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 33.8 05 0.4 51.5 43.3 325 58.6 0.0 0.0 Incr Delay (d2), s/veh 74.4 6.4 0.1 1.1 29.9 2.4 162.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 00 0.0 %ile BackOfQ(50%),veh/In 29.0 2.0 0.1 5.2 31.7 8.6 23.0 0.0 0.0 LnGrp Delay(d),s/veh 108.2 6.9 05 52.6 732 34.9 220.6 0.0 0.0 LnGrp LOS F A A D F C F Approach Vol, veh/h 2373 1808 359 Approach Delay, s/veh 31.0 65.5 220.6 Approach LOS C E F Timer 7 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 Phs Duration (G+Y+Rc), s 46.0 62.0 32.0 43.7 64.3 Change Period (Y+Rc), s * 8.6 * 8.6 * 9.1 * 8.6 * 8.6 Max Green Setting (Gmax), s * 37 * 53 * 23 * 18 * 73 Max Q Clear Time (g_c+11), s 37.4 55.4 24.9 8.3 20.5 Green Ext Time (p -c), s 0.0 0.0 0.0 1.8 21.6 Interi,ection Summary HCM 2010 Ctrl Delay 59.7 HCN12010 LOS E PM 2026 Build Traffic Conditions Synchro 9 Report Page 14 9 1 HCM 2010 Signalized Intersection Summary 6: Redbud Rd/1-81 NB Ramp & US 11 10/13/2017 * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. PM 2026 Build Traffic Conditions Synchro 9 Report Page 15