Inwood ypass Retail Center erkeley County, West Virginia October 2014
TRFFIC IMPCT NLYSIS FOR INWOOD YPSS RETIL CENTER LOCTED IN ERKELEY COUNTY, WEST VIRGINI Prepared for: ohler Engineering, P.e. 28 lackwell Park Lane Suite 201 Warrenton, Virginia 20186 Prepared by: Ramey Kemp & ssociates, Inc. 4343 Cox Road Glen llen, Virginia 23060 October 2014 RK Project 13169
Traffic Impact Study Inwood ypass Retail Center erkeley County,West Virginia TLE OF CONTENTS 1. INTRODUCTION...1 1.1. Executive Summary... 1 1.2. Site Location and Study rea... 4 1.3. Proposed Land Uses and ccess... 4 1.4. Existing Roadway Network... 7 2. TRFFIC NLYSIS PROCEDURE...9 3. EXISTING (2013) TRFFIC CONDITIONS...10 3.1. nalysis of Existing (2013) Peak Hour Traffic Conditions... 10 4. NO-UILD TRFFIC CONDITIONS...12 4.1. ackground Traffic Growth... 12 4.2. pproved Development Traffic... 12 4.3. No-build (2016) Peak Hour Traffic Conditions... 12 4.4. nalysis of No-build Peak Hour Traffic Conditions... 12 5. TRIP GENERTION...14 6. SITE TRIP DISTRIUTION ND SSIGNMENT...15 7. UILD TRFFIC CONDITIONS...21 7.1. uild (2016) Peak Hour Traffic Conditions... 21 7.2. nalysis of uild Peak Hour Traffic Conditions... 21 8. CPCITY NLYSIS...23 8.1. WV 51 (Gerrardstown Road) at I-81 Southbound Ramps... 23 8.2. WV 51 (Gerrardstown Road) at I-81 Southbound Ramps... 24 8.3. U.S. 11 (Winchester venue) at WV 51 (Gerrrardstown Road) / Inwood ypass... 25 8.4. U.S. 11 (Winchester venue) at WV 51 (Middleway Pike) / True pple Way.. 26 8.5. Inwood ypass at WV 51 (Middleway Pike)... 27 8.6. Inwood ypass at ccess Road... 28 8.7. Inwood ypass at Right-in / Right-out Driveway... 29 9. RECOMMENDTIONS...30 i
Traffic Impact Study Inwood ypass Retail Center erkeley County,West Virginia LIST OF TLES Table 1 Highway Capacity Manual Levels-of-Service and Delay... 9 Table 2 ITE Trip Generation - 9 th Edition - Weekday... 14 Table 3 nalysis Summary of WV 51 (Gerrardstown Road) at I-81 N Ramps... 23 Table 4 nalysis Summary of WV 51 (Gerrardstown Road) at I-81 S Ramps... 24 Table 5 nalysis Summary of U.S. 11 (Winchester venue) at WV 51 (Gerrrardstown Road) / Inwood ypass... 25 Table 6 nalysis Summary of U.S. 11 (Winchester venue) at WV 51 (Middleway Pike) / True pple Way... 26 Table 7 nalysis Summary of Inwood ypass at WV 51 (Middleway Pike)... 27 Table 8 nalysis Summary of Inwood ypass at ccess Road... 28 Table 9 nalysis Summary of Inwood ypass at Right-in / Right-out Driveway... 29 LIST OF FIGURES Figure 1 Site Location and Study Intersections... 5 Figure 2 Preliminary Site Plan... 6 Figure 3 Existing Lane Configuration... 8 Figure 4 Existing (2013) Traffic Volumes... 11 Figure 5 No-uild (2016) Traffic Volumes... 13 Figure 6 Primary Site Traffic Distribution... 16 Figure 7 Pass-y Traffic Distribution... 17 Figure 8 Primary Site Traffic ssignment... 18 Figure 9 Pass-y Traffic ssignment... 19 Figure 10 Total Site Trips... 20 Figure 11 uild (2016) Traffic Volumes... 22 Figure 12 Recommended Lane Configuration... 31 TECHNICL PPENDIX ppendix ppendix ppendix C ppendix D Memorandum of Understanding Synchro and SIDR Output Existing 2014 Conditions Synchro and SIDR Output No-uild 2016 Conditions Synchro and SIDR Output uild 2016 Conditions ii
TRFFIC IMPCT STUDY INWOOD YPSS RETIL CENTER ERKELEY COUNTY, WEST VIRGINI 1. INTRODUCTION This report summarizes the findings of the Traffic Impact Study (TIS) that was performed for the proposed Inwood ypass Retail Center in erkeley County, West Virginia. The purpose of this study is to evaluate the current traffic conditions at the study intersections, estimate the trip generation potential of the proposed center, and determine what roadway improvements are needed to accommodate the projected traffic volumes. 1.1. Executive Summary The West Virginia Division of Highways (WVDOH) is planning to construct the Inwood ypass from U.S. 11 (Winchester venue) at WV 51 (Gerrardstown Road) to the southeast to connect to WV 51 (Middleway Pike). The new roadway will be approximately 0.5 mile in length, and is intended to relieve congested traffic conditions on U.S. 11 (Winchester venue) and WV 51 (Gerrardstown Road / Middleway Pike). The Inwood ypass will have a four-lane divided crosssection, with a two-lane roundabout at both ends. In addition, an ccess Road will be constructed at the approximate midpoint of the ypass to serve the undeveloped property on both sides of the ypass. The ypass is expected to be open to traffic in pril 2016. RK&K performed the TI for the Inwood ypass in July 2014, which did not include the trip generation potential of any of the undeveloped parcels along the ypass. ased on our scoping conference call with WVDOH on July 23, the purpose of this TIS is to determine if any changes are needed to the design of the Inwood ypass due to the trip generation potential of this proposed retail center.
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia The proposed retail center is located on the north side of the future Inwood ypass east of U.S. 11 (Winchester venue). t build-out, the proposed center is expected to consist of a 158,583 s.f. free-standing discount superstore, a fuel center with 16 fueling positions, and one outparcel. To be conservative, the outparcel is assumed to be a fast-food restaurant with a drive-through window. If approved, the development is expected to be complete in 2016. The Inwood ypass will include one ccess Road approximately at the midpoint to provide access for the undeveloped parcels on the both sides of the road. The proposed access plan for the retail center includes connecting to the ccess Road, one right-in / right-out driveway on the Inwood ypass, and one full-movement service driveway on U.S. 11. ased on discussion with WVDOH, analysis of the proposed service driveway was not included in this TIS. The weekday M and PM peak hours were studied for the following intersections: WV 51 (Gerrardstown Road) at I-81 Southbound Ramps WV 51 (Gerrardstown Road) at I-81 Northbound Ramps U.S. 11 (Winchester venue) at WV 51 (Gerrardstown Road) / Inwood ypass U.S. 11 (Winchester venue) at WV 51 (Middleway Pike) / True pple Way Inwood ypass at WV 51 (Middleway Pike) Inwood ypass at ccess Road Inwood ypass at Proposed Right-in / Right-out Driveway ased on discussions with WVDOH, the following scenarios were analyzed: Existing 2013 traffic conditions (based on Inwood ypass Traffic nalysis by RK&K) No-uild 2016 traffic conditions (based on Inwood ypass Traffic nalysis by RK&K) uild 2016 traffic conditions The no-build 2016 traffic conditions include the Inwood ypass, and the build 2016 traffic conditions include the proposed retail center, which is the basis for the recommendations in this study. 2
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia ased on the Inwood ypass Traffic nalysis prepared by RK&K dated July 2014, the following roadway improvements will be constructed when the Inwood ypass opens to traffic in 2016: U.S. 11 (Winchester venue) at WV 51 (Gerrardstown Road) / Inwood ypass: Convert the existing traffic signal to a two-lane roundabout Inwood ypass at ccess Road: Construct a two-lane roundabout Inwood ypass at WV 51 (Middleway Pike): Construct a two-lane roundabout The additional improvements identified to accommodate the projected 2040 traffic conditions were not included in this analysis. ased on the results of this TIS, the following roadway improvement is recommended to accommodate the traffic generated by the proposed retail center: Inwood ypass at Proposed Right-in / Right-out Driveway: Construct a westbound right-turn lane on the Inwood ypass with 150 feet of storage This improvement should be included in the design and construction of the Inwood ypass. 3
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia 1.2. Site Location and Study rea The proposed retail center is located on the north side of the future Inwood ypass and east of U.S. 11 (Winchester venue). ased on discussions with WVDOH, the study area consists of the following intersections: WV 51 (Gerrardstown Road) at I-81 Southbound Ramps WV 51 (Gerrardstown Road) at I-81 Northbound Ramps U.S. 11 (Winchester venue) at WV 51 (Gerrardstown Road) / Inwood ypass U.S. 11 (Winchester venue) at WV 51 (Middleway Pike) / True pple Way WV 51 (Middleway Pike) at Inwood ypass Inwood ypass at ccess Road Inwood ypass at Proposed Right-in / Right-out Driveway Figure 1 illustrates the site location and study intersections. 1.3. Proposed Land Uses and ccess t build-out, the proposed center is expected to consist of a 158,583 s.f. free-standing discount superstore, a fueling center with 16 fueling positions, and one outparcel. To be conservative, the outparcel was assumed to be a fast-food restaurant with drive-through window. If approved, the development is expected to be complete in 2016. The proposed access plan for the retail center includes connecting to the ccess Road, one right-in / right-out driveway on the Inwood ypass, and one full-movement service driveway on Winchester venue. Figure 2 shows the preliminary site plan. 4
1 I J 1 I J - / -, 5 JK @ O 1 J HI? JE I L HL E M 5 EJ * K @ = HO. K JK H 1 M @ * O F = I I 1 M @ * O F = I I 4 J= E + J H * H O + K JO 9 I J8 EHC E E= 5 EJ? = JE = @ 5 JK @ O 1 J HI? JE I 5? = JJ 5? =. EC K H #
1 M @ * O F = I I 4 J= E + J H * H O + K JO 9 I J8 EHC E E= 2 H E E = HO 5 EJ 2 = 5? = JJ 5? =. EC K H $
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia 1.4. Existing Roadway Network Interstate I-81 is a four-lane freeway with a posted speed limit of 70 mph, and an average daily traffic (DT) volume of approximately 41,000 vehicles per day. U.S. 11 (Winchester venue) is a three-lane state local service road with a posted speed limit of 40 mph and an DT of approximately 12,575 vehicles per day south of Middleway Pike, 22,200 vehicles per day between Middleway Pike and Gerrardstown Road, and 10,800 vehicles per day north of Gerrardstown Road. WV 51 (Gerrardstown Road) is a threelane feeder road with a posted speed limit of 35 mph, and an DT volume of approximately 19,475 vehicles per day. WV 51 (Middleway Pike) is a two-lane feeder road with a posted speed limit of 35 mph, and an DT volume of approximately 18,050 vehicles per day. Looking west on Gerrardstown Road at U.S. 11 True pple Way is a two-lane local collector with a posted speed limit of 25 mph, and an DT volume of approximately 3,000 vehicles per day. Figure 3 shows the existing lane configurations. 7
% F D " L F @ 7 5 9 E? D I J H) L 2 H F I @ 5 EJ # 1 & 1 & #! # F D ' " % # L F @ 9 8 # / HH= H@ I J M 4 = @ 6 9 6 # 6 9 6 1 M @ * O F = I I 4 EC D J E 4 EC D J K J, HEL M = O )?? I I 4 = @ - / -, 6 HK ) F F 9 = O 6 9 6 9 8 # E@ @ M = O 2 E 5 EC = E @ 1 J HI? JE = + EC K H= JE 6 9 6 " F D L F @ # F D! L F @ #! # F D & # L F @ # : 6 9 6 5 J H= C C JD 1. J 6 M 9 = O J6 K H = 7 5 9 E? D I J H) L : : : : L F @ ) K =, = E O 6 H= E? 8 K I 8 D E? I F H@ = O 1 M @ * O F = I I 4 J= E + J H * H O + K JO 9 I J8 EHC E E= - N EI JE C! = + EC K H= JE 5? = JJ 5? =. EC K H! &
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia 2. TRFFIC NLYSIS PROCEDURE The traffic capacity analysis was performed with Synchro 8 (uild 805, Rev. 881), which is a comprehensive software package that allows the user to determine the level-of-service (LOS) for the study intersections based on the control delay thresholds specified in the 2010 Highway Capacity Manual (HCM). LOS is a qualitative measure of traffic operation that ranges from LOS, which represents free-flow conditions, to LOS F, which represents congestion and long delays. For signalized intersections, Synchro calculates the average control delay and queue length for each lane group, and the LOS for the overall intersection. For unsignalized intersections, Synchro calculates the average control delay and queue length for stop-controlled movements, but does not provide an overall LOS for the intersection. Table 1 shows the control delay thresholds for unsignalized and signalized movements. Table 1 Highway Capacity Manual Levels-of-Service and Delay UNSIGNLIZED INTERSECTION LEVEL OF SERVICE C D E F CONTROL DELY PER VEHICLE (SECONDS) 0-10 10-15 15-25 25-35 35-50 >50 SIGNLIZED INTERSECTION LEVEL OF SERVICE C D E F CONTROL DELY PER VEHICLE (SECONDS) 0-10 10-20 20-35 35-55 55-80 >80 LOS D is typically an acceptable overall LOS for signalized intersections, and it is common for left-turn and minor street movements to experience LOS E or F at signalized and unsignalized intersections. The traffic capacity analysis of the roundabouts was performed with SIDR 6, which is a software package that allows the user to model and determine LOS for roundabouts based on the 2010 HCM using the same delay thresholds shown in Table 1. 9
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia 3. EXISTING (2013) TRFFIC CONDTIONS Existing lane configurations, turn lane storage lengths, and traffic signal timing information was collected in the field by Ramey Kemp & ssociates, Inc. (RK). The M peak hour (7:00 to 9:00 M) and PM peak hour (4:00 to 6:00 PM) turning movement counts were conducted by RK&K at the following intersections in 2013: WV 51 (Gerrardstown Road) at I-81 Southbound Ramps WV 51 (Gerrardstown Road) at I-81 Northbound Ramps U.S. 11 (Winchester venue) at WV 51 (Gerrardstown Road) / ank Driveway U.S. 11 (Winchester venue) at WV 51 (Middleway Pike) / True pple Way Figure 4 shows the existing M and PM peak hour volumes at the study intersections, based on the Inwood ypass Traffic nalysis prepared by RK&K in July 2014. 3.1. nalysis of Existing (2013) Peak Hour Traffic Conditions The existing (2013) weekday M and PM peak hour traffic volumes at the study intersections were analyzed by RK&K to determine the current LOS under existing roadway conditions. The results of their analysis are presented in Section 8 of this report. 10
2 H F I @ 5 EJ 7 5 9 E? D I J H) L # $ #! # " #! ' # " & # # " # # # #! # & 1 & 1 & ' " # % # % $ #! &!! % # ' # 9 8 # / HH= H@ I J M 4 = @ # # %! # # # ' # # # % # # $ # # # # # # % # $! #! # % 1 M @ * O F = I I 4 EC D J E 4 EC D J K J, HEL M = O )?? I I 4 = @ 6 HK ) F F 9 = O #! # " $ "!! ' # $ # # % # # " ' $ ' #! # # #! # #! % # " # # % # 9 8 # E@ @ M = O 2 E 7 5 9 E? D I J H) L : ; - / -, ) 2 2 = 0 K H6 H= E? 8 K I 1 M @ * O F = I I 4 J= E + J H * H O + K JO 9 I J8 EHC E E= - N EI JE C! 2 = 0 K H 6 H= E? 8 K I 5? = JJ 5? =. EC K H "
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia 4. NO-UILD TRFFIC CONDITIONS In order to determine the traffic impact of the proposed development, a comparison of the future conditions of the study intersections must be made. This is done by analyzing the future build-out year of the development (2016) with and without the traffic generated by the proposed development. The future year condition without the development is called the no-build condition, and is determined by projecting the existing traffic to the build-out year using an annualized growth rate and adding it to traffic from approved (but not yet built) developments in the study area. 4.1. ackground Traffic Growth ased on discussion with WVDOH and review of the Inwood ypass Traffic nalysis, an annual growth rate of 1.6% per year was applied to the existing 2013 traffic volumes for three years to the build out year of 2016. 4.2. pproved Development Traffic ased on discussion with WVDOH, there are no approved developments in the vicinity of the site that will generate a significant amount of traffic. 4.3. No-build (2016) Peak Hour Traffic Conditions The no-build (2016) peak hour traffic volumes were determined by growing the existing 2013 traffic volumes for three years using an annual growth rate of 1.6%. Figure 5 shows the projected no-build (2016) peak hour traffic volumes. Note that the no-build conditions assume the Inwood ypass will be constructed as a background condition. 4.4. nalysis of No-build Peak Hour Traffic Conditions The no-build (2016) weekday M and PM peak hour traffic volumes at the study intersections were analyzed by RK&K to determine the projected LOS under future roadway conditions. The results of their analysis are presented in Section 8 of this report. 12
2 H F I @ 5 EJ 7 5 9 E? D I J H) L # % # " # " # " # # # $ " # $ # # " " # ' 1 & 1 & ' # # % " # $ # % # "! #! ' $ # 9 8 # / HH= H@ I J M 4 = @ # $ # % # & # " # " & & % #! "! #! % " ' # " ' #!! " # " 1 M @ * O F = I I 4 EC D J E 4 EC D J K J, HEL M = O )?? I I 4 = @ 6 HK ) F F 9 = O #! # " & " # # # # # & #! # # #! # # #!! # #! ' # "! $ # & 9 8 # E@ @ M = O 2 E %! ' # % # # # & & #! 7 5 9 E? D I J H) L : ; - / -, ) 2 2 = 0 K H6 H= E? 8 K I 1 M @ * O F = I I 4 J= E + J H * H O + K JO 9 I J8 EHC E E= * K E @ $ 2 = 0 K H 6 H= E? 8 K I 5? = JJ 5? =. EC K H #!
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia 5. TRIP GENERTION t build-out, the proposed center is expected to consist of a 158,583 s.f. free-standing discount superstore, a fueling center with 16 fueling positions, and one outparcel. The average weekday daily and peak hour trips were calculated based on the Institute of Transportation Engineers (ITE) Trip Generation Manual, 9 th Edition. Table 2 presents a summary of the trip generation calculations. Table 2 ITE Trip Generation 9 th Edition Weekday Weekday M Peak Hour Land Use Daily Traffic Size (vph) (ITE Land Use Code) (vpd) Free-Standing Discount Superstore (813) Fast-Food Restaurant with Drive-Through Window (934) Gasoline Station (944) PM Peak Hour (vph) Enter Exit Enter Exit Enter Exit 159,000 s.f. 4,035 4,035 165 129 339 353 4,000 s.f. 992 992 93 89 68 63 16 f.p. 1,348 1,348 99 95 111 111 Subtotal 6,375 6,375 357 313 518 527 Internal Capture 13% -828-828 -43-43 -67-67 Driveway Volumes 5,547 5,547 314 270 451 460 ITE Pass-y Trips: Discount Superstore 28% Fast-Food Restaurant 49% / 50% Gasoline Station 62% / 56% -983-427 -691-983 -427-691 Net New External Trips 3,446 3,446 188 144 285 294-35 -39-52 -35-39 -52-84 -28-54 -84-28 -54 The ITE internal capture methodology predicts an internal capture rate between the free-standing discount superstore, gas station, and fast-food restaurant of 21.3% for the daily trips and 13.6% for the PM peak hour trips. To be conservative, an internal capture rate of 13% was applied. Retail centers attract pass-by trips, which are made by drivers who are already driving by the site today and will visit the center in the future because it is convenient. Table 2 shows the ITE passby trip adjustments that were applied in the study. It was assumed that all pass-by trips will originate from the Inwood ypass. 14
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia 6. SITE TRIP DISTRIUTION ND SSIGNMENT The primary site trip distribution for the proposed center was determined based on a review of existing traffic patterns, surrounding land uses, engineering judgment, and discussion with WVDOH: 37% to / from the east on WV 51 (Middleway Pike) 25% to / from the south on U.S. 11 (Winchester venue) 15% to / from the north on U.S. 11 (Winchester venue) 10% to / from the north on I-81 10% to / from the south on I-81 3% to / from the west on True pple Way Figure 6 shows the primary site trip distribution. The pass-by trip distribution is based on projected traffic patterns on the Inwood ypass. ased on the Inwood ypass Traffic nalysis by RK&K, the following directional distributions were applied: M Peak 60% westbound / 40% eastbound PM Peak 55% westbound / 45% eastbound Figure 7 shows the pass-by trip distribution. Primary site trips were assigned to the study intersections based on the primary site trip distribution (Figure 6) and are shown in Figure 8. Pass-by site trips were assigned to the study intersections based on the pass-by trip distribution (Figure 7) and are shown in Figure 9. Primary and pass-by site trips were combined to determine the total site trips, which are shown in Figure 10. 15
# 7 5 9 E? D I J H) L 2 H F I @ 5 EJ 1 & 1 & 9 8 # / HH= H@ I J M 4 = @ # % # % 1 M @ * O F = I I #! % 4 EC D J E 4 EC D J K J, HEL M = O $ # # # " & )?? I I 4 = @! $ 6 HK ) F F! 9 = O # # 9 8 # E@ @ M = O 2 E! %! %! % : - / -, 4 C E = 6 H= E?, EI JHE> K JE 7 5 9 E? D I J H) L # : ; - J HE C 2 = I I * O 6 HEF, EI JHE> K JE - N EJE C 2 = I I * O 6 HEF, EI JHE> K JE 1 M @ * O F = I I 4 J= E + J H * H O + K JO 9 I J8 EHC E E= 2 HE = HO 5 EJ 6 HEF, EI JHE> K JE 5? = JJ 5? =. EC K H $ $
2 H F I @ 5 EJ 7 5 9 E? D I J H) L 1 & 1 & 9 8 # / HH= H@ I J M 4 = @ 1 M @ * O F = I I " " # 4 EC D J E 4 EC D J K J, HEL M = O " " # " # "! # " )?? I I 4 = @ "! # "! # " " # 6 HK ) F F 9 = O 9 8 # E@ @ M = O 2 E - / -, 7 5 9 E? D I J H) L : ; - J HE C 2 = I I * O 6 HEF, EI JHE> K JE - N EJE C 2 = I I * O 6 HEF, EI JHE> K JE 1 M @ * O F = I I 4 J= E + J H * H O + K JO 9 I J8 EHC E E= 2 = I I * O 5 EJ 6 HEF, EI JHE> K JE 5? = JJ 5? =. EC K H % %
2 H F I @ 5 EJ 7 5 9 E? D I J H) L ' & " ' 1 & 1 & & ' & ' " ' " ' 9 8 # / HH= H@ I J M 4 = @ # $! & & "! " '! " " & # & # # 1 M @ * O F = I I " & ' & #! & 4 EC D J E 4 EC D J K J, HEL M = O! " $ " " " & ' & " " )?? I I 4 = @ $ ' " $ '! " $ 6 HK ) F F 9 = O $ "!! $ " "! #! "! & & ' 9 8 # E@ @ M = O 2 E ' #!!! $! $ ' $ 7 5 9 E? D I J H) L : ; - / -, ) 2 2 = 0 K H6 H= E? 8 K I 1 M @ * O F = I I 4 J= E + J H * H O + K JO 9 I J8 EHC E E= 2 HE = HO 5 EJ 6 HEF ) I I EC J 5? = JJ 5? =. EC K H & &
2 H F I @ 5 EJ 7 5 9 E? D I J H) L 1 & 1 & 9 8 # / HH= H@ I J M 4 = @ 1 M @ * O F = I I # % # 4 EC D J E 4 EC D J K J, HEL M = O $!! # % # % # # # & # $!! # # & )?? I I 4 = @ # # & # % # 6 HK ) F F 9 = O 9 8 # E@ @ M = O 2 E 7 5 9 E? D I J H) L - / -, : ; ) 2 2 = 0 K H6 H= E? 8 K I 1 M @ * O F = I I 4 J= E + J H * H O + K JO 9 I J8 EHC E E= 2 = I I * O 5 EJ 6 HEF ) I I EC J 5? = JJ 5? =. EC K H ' '
2 H F I @ 5 EJ 7 5 9 E? D I J H) L ' & " ' 1 & 1 & & ' & ' " ' " ' 9 8 # / HH= H@ I J M 4 = @ # $! & & "! " '! " " & # & # # 1 M @ * O F = I I " & ' &! &! 4 EC D J E 4 EC D J K J, HEL M = O # $ % ' &!! " & # & # " & % % ' )?? I I 4 = @ " ' ' 6 HK ) F F 9 = O $ "!! $ " "! #! "! & & ' 9 8 # E@ @ M = O 2 E ' #!!! $! $ ' $ 7 5 9 E? D I J H) L - / -, : ; ) 2 2 = 0 K H6 H= E? 8 K I 1 M @ * O F = I I 4 J= E + J H * H O + K JO 9 I J8 EHC E E= 6 J= 5 EJ 6 HEF ) I I EC J 5? = JJ 5? =. EC K H
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia 7. UILD TRFFIC CONDITIONS uild traffic represents the future build out year of a development. It is typically determined by adding the no-build traffic condition and the site traffic. 7.1. uild (2016) Peak Hour Traffic Conditions uild (2016) conditions were determined by adding the no-build (2016) traffic volumes (Figure 5) with the total site trips (Figure 10). Figure 11 shows the projected build (2016) peak hour traffic volumes. 7.2. nalysis of uild Peak Hour Traffic Conditions uild (2016) traffic volumes were analyzed with the Inwood ypass in place, and the results are presented in Section 8 of this report. This is the basis for the recommendations in this study. 21
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
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia 8. CPCITY NLYSIS 8.1. WV 51 (Gerrardstown Road) at I-81 Southbound Ramps The signalized intersection of WV 51 (Gerrardstown Road) at I-81 Southbound Ramps was analyzed under all traffic conditions. Table 3 presents a summary of the capacity analysis results, and the Synchro output is included in the ppendix. Table 3 nalysis Summary of WV 51 (Gerrardstown Road) at I-81 Southbound Ramps CONDITION Existing (2013) Conditions* No-uild (2016) Conditions* uild (2016) Conditions LNE GROUP ET/R WL WT SL/T SR ET/R WL WT SL/T SR ET/R WL WT SL/T SR Lane LOS F C D E D D E D M PEK HOUR Lane Queue (ft) 698 168 37 213 7 608 230 0 246 8 620 249 0 286 8 Overall LOS (Delay) D (53.6 sec) D (40.4 sec) D (42.5 sec) Lane LOS D C C D D C E D D PM PEK HOUR Lane Queue (ft) 501 109 375 353 43 462 141 118 402 46 508 197 137 429 50 * Results from the Inwood ypass Traffic nalysis performed by RK&K dated July 2014 Overall LOS (Delay) C (28.7 sec) C (28.8 sec) C (31.1 sec) Capacity analysis indicates that this signalized intersection currently operates at LOS D during the M peak hour, and at LOS C during the PM peak hour. Under no-build conditions with the ypass in place, the intersection is expected to continue to operate at LOS D during the M peak hour, and at LOS C during the PM peak hour. The reduced average delay during the M peak hour is due to optimization of the traffic signal timing. t build-out of the proposed retail center, the intersection is projected to continue to operate at LOS D during the M peak hour, and at LOS C during the PM peak hour with all movements operating at LOS E or better. 23
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia 8.2. WV 51 (Gerrardstown Road) at I-81 Northbound Ramps The signalized intersection of WV 51 (Gerrardstown Road) at I-81 Northbound Ramps was analyzed under all traffic conditions. Table 4 presents a summary of the capacity analysis results, and the Synchro output is included in the ppendix. Table 4 nalysis Summary of WV 51 (Gerrardstown Road) at I-81 Northbound Ramps CONDITION Existing (2013) Conditions* No-uild (2016) Conditions* uild (2016) Conditions LNE GROUP EL ET WT WR NL/T NR EL ET WT WR NL/T NR EL ET WT WR NL/T NR Lane LOS D D D D D M PEK HOUR Lane Queue (ft) 43 277 185 37 35 51 33 179 297 57 36 54 35 191 302 108 36 57 Overall LOS (Delay) (9.7 sec) (13.6 sec) (14.5 sec) Lane LOS D C D C D C C D C PM PEK HOUR Lane Queue (ft) 43 642 436 107 114 103 38 377 469 116 123 133 40 402 502 131 118 168 * Results from the Inwood ypass Traffic nalysis performed by RK&K dated July 2014 Overall LOS (Delay) C (23.3 sec) C (20.2 sec) C (21.7 sec) Capacity analysis indicates that this signalized intersection currently operates at LOS during the M peak hour, and at LOS C during the PM peak hour. Under no-build conditions with the ypass in place, the intersection is expected to operate at LOS during the M peak hour, and at LOS C during the PM peak hour. t build-out of the proposed retail center, the intersection is expected to continue to operate at LOS during the M peak hour, and at LOS C during the PM peak hour with all movements operating at LOS D or better. 24
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia 8.3. U.S. 11 (Winchester venue) at WV 51 (Gerrardstown Road) / Inwood ypass The signalized intersection of U.S. 11 (Winchester venue) at WV 51 (Gerrardstown Road) / Inwood ypass was analyzed under all traffic conditions. Table 5 presents a summary of the capacity analysis results. The Synchro and SIDR output are included in the ppendix. Table 5 nalysis Summary of U.S. 11 (Winchester venue) at WV 51 / Inwood ypass CONDITION Existing (2013) Conditions* No-uild (2016) Conditions* Roundabout uild (2016) Conditions Roundabout LNE GROUP EL/T ER WL WT/R NL NT/R SL ST/R EL/T ET/R WL/T WT/R NL NL/T/R SL/T ST/R EL/T ET/R WL/T WT/R NL NL/T/R SL/T ST/R Lane LOS D D C D D M PEK HOUR Lane Queue (ft) 131 220 15 18 569 165 0 385 51 52 46 31 40 34 19 57 52 52 59 37 45 38 25 64 Overall LOS (Delay) C (27.7 sec) (7.8 sec) (8.1 sec) Lane LOS F D C F D PM PEK HOUR Lane Queue (ft) 343 434 15 40 885 177 0 530 91 92 109 61 51 41 36 87 105 106 159 82 65 52 59 113 * Results from the Inwood ypass Traffic nalysis performed by RK&K dated July 2014 Overall LOS (Delay) D (54.9 sec) (9.4 sec) (10.8 sec) Capacity analysis indicates that this signalized intersection currently operates at LOS C during the M peak hour, and at LOS D during the PM peak hour. s part of the Inwood ypass, this intersection will be converted to a two-lane roundabout. With this improvement, the intersection is expected to operate at LOS during both the M and PM peak hours with the ypass in place. t build-out of the proposed retail center, the roundabout is projected to operate at LOS during the M peak hour, and at LOS during the PM peak hour with all turning movements operating at LOS or better. 25
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia 8.4. U.S. 11 (Winchester venue) at WV 51 (Middleway Pike) / True pple Way The signalized intersection of U.S. 11 (Winchester venue) at WV 51 (Middleway Pike) / True pple Way was analyzed under all traffic conditions. Table 6 presents a summary of the capacity analysis results, and the Synchro output is included in the ppendix. CONDITION Existing (2013) Conditions* No-uild (2016) Conditions* uild (2016) Conditions Table 6 nalysis Summary of U.S. 11 (Winchester venue) at WV 51 (Middleway Pike) / True pple Way LNE GROUP EL/T/R WL/T WR NL NT NR SL ST/R EL/T/R WL/T WR NL NT NR SL ST/R EL/T/R WL/T WR NL NT NR SL ST/R Lane LOS E E C C C C C M PEK HOUR Lane Queue (ft) 67 206 242 13 522 7 333 310 49 147 18 11 278 27 26 324 56 174 19 12 320 37 28 369 Overall LOS (Delay) C (28.0 sec) (17.3 sec) (18.7 sec) Lane LOS D F E C C C C C C D C C PM PEK HOUR Lane Queue (ft) 236 297 445 24 456 76 470 309 180 164 16 25 296 54 14 384 208 225 17 29 374 77 16 488 * Results from the Inwood ypass Traffic nalysis performed by RK&K dated July 2014 Overall LOS (Delay) C (33.6 sec) C (21.5 sec) C (24.5 sec) Capacity analysis indicates that this signalized intersection currently operates at LOS C during the M and PM peak hours. Under no-build conditions with the Inwood ypass in place, the intersection is expected to operate at LOS during the M peak hour, and at LOS C during the PM peak hour. t build-out of the proposed retail center, the intersection is expected to continue to operate at LOS during the M peak hour, and at LOS C during the PM peak hour with all movements operating at LOS D or better. 26
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia 8.5. Inwood ypass at WV 51 (Middleway Pike) The future two-lane roundabout on the Inwood ypass at WV 51 (Middleway Pike) was analyzed under no-build and build traffic conditions. Table 7 presents a summary of the capacity analysis results and the SIDR output is included in the ppendix. Table 7 nalysis Summary of Inwood ypass at WV 51 (Middleway Pike) CONDITION No-uild (2016) Conditions* Roundabout uild (2016) Conditions Roundabout LNE GROUP EL ER NL/T NT ST/R ST EL ER NL/T NT ST/R ST Lane LOS M PEK HOUR Lane Queue (ft) 2 15 57 57 27 27 6 16 66 66 33 33 Overall LOS (Delay) (5.1 sec) (5.2 sec) Lane LOS PM PEK HOUR Lane Queue (ft) 3 49 86 86 55 56 11 55 105 105 74 75 * Results from the Inwood ypass Traffic nalysis performed by RK&K dated July 2014 Overall LOS (Delay) (5.2 sec) (5.6 sec) Under both no-build and build conditions, this two-lane roundabout is expected to operate at LOS during both M and PM peak hours with all movements operating at LOS or better. 27
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia 8.6. Inwood ypass at ccess Road The future intersection of the Inwood ypass at ccess Road was analyzed under build traffic conditions. Table 8 presents a summary of the capacity analysis results, and Synchro outputs are included in the ppendix. CONDITION uild (2016) Conditions Roundabout Table 8 nalysis Summary of Inwood ypass at ccess Road LNE GROUP EL ET WT WR SL SR Lane LOS M PEK HOUR Lane Queue (ft) 32 32 39 39 11 21 Overall LOS (Delay) (5.6 sec) Lane LOS PM PEK HOUR Lane Queue (ft) 65 65 78 78 25 53 Overall LOS (Delay) (6.9 sec) t build-out of the proposed retail center, this two-lane roundabout is projected to operate at LOS during the M and PM peak hours with all movements operating at LOS or better. 28
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia 8.7. Inwood ypass at Right-in / Right-out Driveway The proposed unsignalized intersection of Inwood ypass at Right-in / Right-out Driveway was analyzed under the build traffic conditions. Table 9 presents a summary of the capacity analysis results, and the Synchro output is included in the ppendix. Table 9 nalysis Summary of Inwood ypass at Right-in / Right-out Driveway CONDITION uild (2016) Conditions LNE GROUP ET WR WT SR 1 Lane LOS -- -- -- M PEK HOUR Lane Queue (ft) -- -- -- 14 Overall LOS (Delay) 2 N/ Lane LOS PM PEK HOUR Lane Queue (ft) -- -- -- 36 1. Level of service for minor approach 2. HCM methodology does not provide lane group or overall LOS, delay, and queue lengths for major street through movements or right turns at unsignalized intersections -- -- -- Overall LOS (Delay) 2 N/ t build-out of the proposed retail center, capacity analysis indicates that the intersection is expected to operate with short delays in the M and PM peak hours with a queue length of two vehicles or less with the following turn lane improvement: Construct a westbound right-turn lane on the Inwood ypass with 150 feet of storage This turn lane should be designed and constructed as part of the Inwood ypass project. 29
Traffic Impact Study Inwood ypass Retail Center erkeley County, West Virginia 9. RECOMMENDTIONS ased on the Inwood ypass Traffic nalysis prepared by RK&K dated July 2014, the following roadway improvements will be constructed as part of the Inwood ypass: U.S. 11 (Winchester venue) at WV 51 (Gerrardstown Road) / Inwood ypass: Convert the existing traffic signal to a two-lane roundabout Inwood ypass at ccess Road: Construct a two-lane roundabout Inwood ypass at WV 51 (Middleway Pike): Construct a two-lane roundabout The additional improvements identified to accommodate the projected 2040 traffic conditions were not included in this analysis. ased on the results of this TIS, the following roadway improvement is recommended to accommodate the traffic generated by the proposed retail center: Inwood ypass at Proposed Right-in / Right-out Driveway: Construct a westbound right-turn lane on the Inwood ypass with 150 feet of storage This improvement should be included in the design and construction of the Inwood ypass. Figure 12 shows the recommended lane configurations. 30
2 H F I @ 5 EJ 7 5 9 E? D I J H) L # 1 & 1 & # 9 8 # / HH= H@ I J M 4 = @ 6 9 6 # 6 9 6 1 M @ * O F = I I 4 EC D J E 4 EC D J K J, HEL M = O # )?? I I 4 = @ - / -, 6 9 6 # - N EI JE C 6 H= E? 5 EC = 6 HK ) F F 9 = O 9 8 # E@ @ M = O 2 E - N EI JE C = + EC K H= JE 2 H F I @ 1 M @ * O F = I I + I JHK? JE 6 9 6 # 2 H F I @ 6 M = 4 K @ = > K J 7 5 9 E? D I J H) L 4? @ @ = : 6 9 6 5 J H= C C JD 1. J 6 M 9 = O J6 K H = 1 M @ * O F = I I 4 J= E + J H * H O + K JO 9 I J8 EHC E E= 4? @ @ = + EC K H= JE 5? = JJ 5? =. EC K H!
TECHNICL PPENDIX
PPENDIX MEMORNDUM OF UNDERSTNDING
July 23, 2014 Mr. Matthew Skiles, P.E., PTOE West Virginia Division of Highways Traffic Engineering Division uilding 5, Room -550 1900 Kanawha oulevard East Charleston, West Virginia 25305 Phone: (304) 558-7423 Subject: Inwood ypass Retail Center Summary of Traffic Impact nalysis (TI) ssumptions Dear Mr. Skiles, The following is a Memorandum of Understanding (MOU) outlining the scope of work and assumptions to be included in the Traffic Impact nalysis (TI) for the proposed retail center in the northeast quadrant of the future Inwood ypass at Route 11 (Winchester venue) intersection. The TI scope is based on the conference call with you earlier today. The proposed center includes a 158,583 s.f. free-standing discount superstore, a fuel center with 16 fueling positions, and one outparcel, with an expected build-out year of 2016. The proposed access plan includes one full-movement driveway and one right-in / right-out driveway on the Inwood ypass, and one full-movement truck driveway on Route 11 (Winchester ve). Figure 1 shows an aerial of the site location and the study intersections. Study Intersections: The following intersections will be analyzed: Route 51 (Gerrardstown Road) at I-81 Southbound Ramps Route 51 (Gerrardstown Road) at I-81 Northbound Ramps Route 11 (Winchester ve) at Route 51 (Gerrardstown Road) / Inwood ypass Inwood ypass at Proposed Site Driveway 1 Inwood ypass at Proposed RIRO (Proposed Site Driveway 2) Route 11 (Winchester ve) at Route 51 (Middleway Pike) / True pple Way Route 51 (Middleway Pike) at Lee Street / Inwood ypass We understand that the following intersections are expected to be converted to roundabouts as part of the ypass construction: Route 11 (Winchester ve) at Route 51 (Gerrardstown Road) / Inwood ypass Route 51 (Middleway Pike) at Lee Street / Inwood ypass
Mr. Matthew Skiles, P.E., PTOE Page 2 of 3 nalysis Scenarios: We understand that the WVDOH will provide the traffic study that was performed by RK&K to support the roadway design for the ypass. The RK&K study analyzed the weekday M and PM peak hours, and included an analysis of 2016 traffic conditions. Since the proposed center is expected to open in 2016, the TI will analyze the projected 2016 M and PM peak hour traffic conditions with the proposed retail traffic. We will use Synchro 8 to perform the traffic capacity analysis. Trip Generation: Table 1 shows the average weekday M and PM peak hour trips for the proposed land uses based on the Institute of Transportation Engineers (ITE) Trip Generation Manual, 9 th Edition. Land Use (ITE Land Use Code) Free-Standing Discount Superstore (813) Fast-Food Restaurant with Drive-Through Window (934) Gasoline Station (944) Table 1 ITE Trip Generation Weekday 9 th Edition Weekday Daily Traffic M Peak Hour Size (vpd) (vph) PM Peak Hour (vph) Enter Exit Enter Exit Enter Exit 159,000 s.f. 4,035 4,035 165 129 339 353 4,000 s.f. 992 992 93 89 68 63 16 f.p. 1,348 1,348 99 95 111 111 Subtotal 6,375 6,375 357 313 518 527 Internal Capture 13% -828-828 -43-43 -67-67 Driveway Volumes 5,547 5,547 314 270 451 460 ITE Pass-y Trips: Discount Superstore 28% Fast-Food Restaurant 49% / 50% Gasoline Station 62% / 56% -983-427 -691-983 -427-691 Net New External Trips 3,446 3,446 188 144 285 294-35 -39-52 -35-39 -52-84 -28-54 -84-28 -54 The ITE internal capture methodology predicts an internal capture rate between the free-standing discount superstore, gas station, and fast-food restaurant of 21.3% for the daily trips, and 13.6% for the PM peak hour trips. To be conservative, we propose applying an internal capture rate of 13% to the M and PM peak hour traffic volumes.
Mr. Matthew Skiles, P.E., PTOE Page 3 of 3 Site Traffic Distribution: The primary site trips will be distributed based on existing traffic patterns, surrounding land uses, and engineering judgment. The proposed overall distribution is: 35% to / from the east on Route 51 (Middleway Pike) 25% to / from the south on Route 11 (Winchester ve) 15% to / from the north on Route 11 (Winchester ve) 10% to / from the north on I-81 10% to / from the south on I-81 3% to / from the west on True pple Way 2% to / from the south on Lee Street Figure 2 shows the proposed primary trip distribution. The distribution of pass-by trips will be determined based on a review of the existing traffic volumes. We will perform the TI based on the assumptions described in this letter unless we hear differently from you. If you have any questions, please contact me at (804) 217-8560. Sincerely, Ramey Kemp & ssociates, Inc. Carl Hultgren, P.E., PTOE Regional Manager Enclosure: Copy to: Figures Mr. Jason Donahue, FEOH Realty Mr. John Wright, P.E., ohler Engineering
1 I J 1 I J - / -, 5 JK @ O 1 J HI? JE I L HL E M 5 EJ * K @ = HO. K JK H 1 M @ * O F = I I 1 M @ * O F = I I 4 J= E + J H 1 M @ 9 I J8 EHC E E= 5 EJ? = JE = @ 5 JK @ O 1 J HI? JE I 5? = JJ 5? =. EC K H
4 K J # / HH= H@ IJ M 4 = @ 6 HK ) F F 9 = O 4 K J 9 E? D I J H) L 1 M @ * O F = I I 4 K J 9 E? D I J H) L 2 H F I @ 5 EJ, HEL M = O 4 14 2 H F I @ 5 EJ 2 H F I @ 5 EJ, HEL M = O 5 JH J 1 M @ * O F = I I 4 J= E + J H 1 M @ 9 I J8 EHC E E= 4 K J # E@ @ M = O 2 E 5? = JJ 5? = 1 & 1 & : - / -, 4 C E = 6 H= E?, EI JHE> K JE! # #! # 2 HE = HO 5 EJ 6 HEF, EI JHE> K JE. EC K H
PPENDIX SYNCHRO OUTPUT EXISTING 2013 CONDITIONS
Inwood ypass Existing 2013 Conditions 1: I-81 S Ramps & WV 51 M Peak Hour Lane Group EL ET ER WL WT WR NL NT NR SL ST SR Lane Configurations Volume (vph) 0 480 140 235 155 0 0 0 0 235 0 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 50 0 0 0 0 200 Storage Lanes 0 0 1 0 0 0 0 1 Taper Length (ft) 75 75 75 75 Satd. Flow (prot) 0 1807 0 1770 1863 0 0 0 0 0 1770 1583 Flt Permitted 0.100 0.950 Satd. Flow (perm) 0 1807 0 186 1863 0 0 0 0 0 1770 1583 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 16 98 Link Speed (mph) 35 35 45 45 Link Distance (ft) 885 630 1114 1099 Travel Time (s) 17.2 12.3 16.9 16.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Lane Group Flow (vph) 0 674 0 255 168 0 0 0 0 0 255 54 Turn Type N pm+pt N Perm N Perm Protected Phases 6 5 2 4 Permitted Phases 2 4 4 Detector Phase 6 5 2 4 4 4 Switch Phase Minimum Initial (s) 34.0 19.0 59.0 29.0 29.0 29.0 Minimum Split (s) 40.0 25.0 65.0 35.0 35.0 35.0 Total Split (s) 40.0 25.0 65.0 35.0 35.0 35.0 Total Split (%) 40.0% 25.0% 65.0% 35.0% 35.0% 35.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 ll-red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time djust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead-Lag Optimize? Recall Mode Min None Min C-Min C-Min C-Min ct Effct Green (s) 34.0 59.0 59.0 29.0 29.0 ctuated g/c Ratio 0.34 0.59 0.59 0.29 0.29 v/c Ratio 1.08 0.62 0.15 0.50 0.10 Control Delay 92.0 15.9 3.9 33.5 1.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 92.0 15.9 3.9 33.5 1.6 LOS F C pproach Delay 92.0 11.1 27.9 pproach LOS F C Queue Length 50th (ft) ~476 71 25 135 0 Queue Length 95th (ft) #698 168 37 213 7 Internal Link Dist (ft) 805 550 1034 1019 Turn ay Length (ft) 50 200 ase Capacity (vph) 624 410 1099 513 528 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Synchro 8 Report RK Page 1
Inwood ypass Existing 2013 Conditions 1: I-81 S Ramps & WV 51 M Peak Hour Lane Group EL ET ER WL WT WR NL NT NR SL ST SR Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 1.08 0.62 0.15 0.50 0.10 Intersection Summary rea Type: Other Cycle Length: 100 ctuated Cycle Length: 100 Offset: 20 (20%), Referenced to phase 4:STL, Start of Green Natural Cycle: 100 Control Type: ctuated-coordinated Maximum v/c Ratio: 1.08 Intersection Signal Delay: 53.6 Intersection LOS: D Intersection Capacity Utilization 88.8% ICU Level of Service E nalysis Period (min) 15 ~ 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. Splits and Phases: 1: I-81 S Ramps & WV 51 Synchro 8 Report RK Page 2
Inwood ypass Existing 2013 Conditions 2: I-81 N Ramps & WV 51 M Peak Hour Lane Group EL ET ER WL WT WR NL NT NR SL ST SR Lane Configurations Volume (vph) 145 570 0 0 370 380 20 0 115 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 50 0 0 100 0 200 0 0 Storage Lanes 1 0 0 1 0 1 0 0 Taper Length (ft) 75 75 75 75 Satd. Flow (prot) 1770 1863 0 0 1863 1583 0 1770 1583 0 0 0 Flt Permitted 0.479 0.950 Satd. Flow (perm) 892 1863 0 0 1863 1583 0 1770 1583 0 0 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 413 125 Link Speed (mph) 35 35 45 45 Link Distance (ft) 630 641 1171 939 Travel Time (s) 12.3 12.5 17.7 14.2 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Lane Group Flow (vph) 158 620 0 0 402 413 0 22 125 0 0 0 Turn Type pm+pt N N Perm Perm N Perm Protected Phases 1 6 2 4 Permitted Phases 6 2 4 4 Detector Phase 1 6 2 2 4 4 4 Switch Phase Minimum Initial (s) 9.0 74.0 59.0 59.0 14.0 14.0 14.0 Minimum Split (s) 15.0 80.0 65.0 65.0 20.0 20.0 20.0 Total Split (s) 15.0 80.0 65.0 65.0 20.0 20.0 20.0 Total Split (%) 15.0% 80.0% 65.0% 65.0% 20.0% 20.0% 20.0% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ll-red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time djust (s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lag Lead Lead Lead-Lag Optimize? Recall Mode C-Min None None None None None None ct Effct Green (s) 74.0 74.0 59.0 59.0 14.0 14.0 ctuated g/c Ratio 0.74 0.74 0.59 0.59 0.14 0.14 v/c Ratio 0.21 0.45 0.37 0.37 0.09 0.38 Control Delay 8.8 11.6 11.9 2.0 38.6 10.8 Queue Delay 0.0 0.6 0.0 0.0 0.0 0.0 Total Delay 8.8 12.3 11.9 2.0 38.6 10.8 LOS D pproach Delay 11.6 6.9 15.0 pproach LOS Queue Length 50th (ft) 37 272 125 0 12 0 Queue Length 95th (ft) m43 m277 185 37 35 51 Internal Link Dist (ft) 550 561 1091 859 Turn ay Length (ft) 50 100 200 ase Capacity (vph) 739 1378 1099 1103 247 329 Starvation Cap Reductn 0 397 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 Synchro 8 Report RK Page 3
Inwood ypass Existing 2013 Conditions 2: I-81 N Ramps & WV 51 M Peak Hour Lane Group EL ET ER WL WT WR NL NT NR SL ST SR Storage Cap Reductn 0 0 0 0 0 0 Reduced v/c Ratio 0.21 0.63 0.37 0.37 0.09 0.38 Intersection Summary rea Type: Other Cycle Length: 100 ctuated Cycle Length: 100 Offset: 0 (0%), Referenced to phase 1:EL, Start of Green, Master Intersection Natural Cycle: 100 Control Type: ctuated-coordinated Maximum v/c Ratio: 0.45 Intersection Signal Delay: 9.7 Intersection LOS: Intersection Capacity Utilization 88.8% ICU Level of Service E nalysis Period (min) 15 m Volume for 95th percentile queue is metered by upstream signal. Splits and Phases: 2: I-81 N Ramps & WV 51 Synchro 8 Report RK Page 4
Inwood ypass Existing 2013 Conditions 3: US Route 11 & WV 51/ank M Peak Hour Lane Group EL ET ER WL WT WR NL NT NR SL ST SR Lane Configurations Volume (vph) 95 5 565 5 5 5 635 270 10 0 270 110 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 100 0 0 0 400 0 25 0 Storage Lanes 1 1 1 0 1 0 1 0 Taper Length (ft) 75 75 75 75 Satd. Flow (prot) 0 1777 1583 1770 1723 0 1770 1853 0 1863 1781 0 Flt Permitted 0.729 0.684 0.241 Satd. Flow (perm) 0 1358 1583 1274 1723 0 449 1853 0 1863 1781 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 339 5 4 18 Link Speed (mph) 35 25 40 40 Link Distance (ft) 459 265 625 6199 Travel Time (s) 8.9 7.2 10.7 105.7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Lane Group Flow (vph) 0 108 614 5 10 0 690 304 0 0 413 0 Turn Type Perm N pm+ov Perm N pm+pt N Perm N Protected Phases 4 1 8 1 6 2 Permitted Phases 4 4 8 6 2 Detector Phase 4 4 1 8 8 1 6 2 2 Switch Phase Minimum Initial (s) 24.0 24.0 39.0 24.0 24.0 39.0 84.0 39.0 39.0 Minimum Split (s) 30.0 30.0 45.0 30.0 30.0 45.0 90.0 45.0 45.0 Total Split (s) 30.0 30.0 45.0 30.0 30.0 45.0 90.0 45.0 45.0 Total Split (%) 25.0% 25.0% 37.5% 25.0% 25.0% 37.5% 75.0% 37.5% 37.5% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ll-red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time djust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Recall Mode None None C-Min None None C-Min C-Min Min Min ct Effct Green (s) 24.0 69.0 24.0 24.0 84.0 84.0 39.0 ctuated g/c Ratio 0.20 0.58 0.20 0.20 0.70 0.70 0.32 v/c Ratio 0.40 0.58 0.02 0.03 0.93 0.23 0.70 Control Delay 46.9 9.0 39.0 29.0 39.5 13.0 41.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.9 9.0 39.0 29.0 39.5 13.0 41.2 LOS D D C D D pproach Delay 14.7 32.3 31.4 41.2 pproach LOS C C D Queue Length 50th (ft) 73 118 3 3 445 128 267 Queue Length 95th (ft) 131 220 15 18 m#569 m165 385 Internal Link Dist (ft) 379 185 545 6119 Turn ay Length (ft) 400 ase Capacity (vph) 271 1054 254 348 743 1298 590 Starvation Cap Reductn 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 Synchro 8 Report RK Page 5
Inwood ypass Existing 2013 Conditions 3: US Route 11 & WV 51/ank M Peak Hour Lane Group EL ET ER WL WT WR NL NT NR SL ST SR Storage Cap Reductn 0 0 0 0 0 0 0 Reduced v/c Ratio 0.40 0.58 0.02 0.03 0.93 0.23 0.70 Intersection Summary rea Type: Other Cycle Length: 120 ctuated Cycle Length: 120 Offset: 100 (83%), Referenced to phase 1:NL and 6:NTL, Start of Green Natural Cycle: 120 Control Type: ctuated-coordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 27.7 Intersection LOS: C Intersection Capacity Utilization 137.5% ICU Level of Service H nalysis Period (min) 15 # 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. Splits and Phases: 3: US Route 11 & WV 51/ank Synchro 8 Report RK Page 6
Inwood ypass Existing 2013 Conditions 4: US Route 11 & True pple Way/WV 51 M Peak Hour Lane Group EL ET ER WL WT WR NL NT NR SL ST SR Lane Configurations Volume (vph) 10 20 50 150 5 490 15 410 75 390 460 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 0 0 0 250 100 125 125 0 Storage Lanes 0 0 0 1 1 1 1 0 Taper Length (ft) 75 75 75 75 Satd. Flow (prot) 0 1696 0 0 1777 1583 1770 1863 1583 1770 1861 0 Flt Permitted 0.954 0.678 0.478 0.120 Satd. Flow (perm) 0 1628 0 0 1263 1583 890 1863 1583 224 1861 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 54 119 136 1 Link Speed (mph) 25 35 45 40 Link Distance (ft) 1307 394 5991 648 Travel Time (s) 35.6 7.7 90.8 11.0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Shared Lane Traffic (%) Lane Group Flow (vph) 0 87 0 0 168 533 16 446 82 424 505 0 Turn Type Perm N Perm N pm+ov pm+pt N Perm pm+pt N Protected Phases 4 8 5 1 6 5 2 Permitted Phases 4 8 8 6 6 2 Detector Phase 4 4 8 8 5 1 6 6 5 2 Switch Phase Minimum Initial (s) 24.0 24.0 24.0 24.0 46.0 7.0 32.0 32.0 46.0 71.0 Minimum Split (s) 30.0 30.0 30.0 30.0 52.0 13.0 38.0 38.0 52.0 77.0 Total Split (s) 30.0 30.0 30.0 30.0 52.0 13.0 38.0 38.0 52.0 77.0 Total Split (%) 25.0% 25.0% 25.0% 25.0% 43.3% 10.8% 31.7% 31.7% 43.3% 64.2% Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 ll-red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time djust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None Min Min None C-Min ct Effct Green (s) 24.0 24.0 76.0 39.0 32.0 32.0 84.0 78.8 ctuated g/c Ratio 0.20 0.20 0.63 0.32 0.27 0.27 0.70 0.66 v/c Ratio 0.24 0.67 0.51 0.05 0.90 0.16 0.57 0.41 Control Delay 19.7 58.5 10.9 14.5 65.0 1.4 24.8 12.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 19.7 58.5 10.9 14.5 65.0 1.4 24.8 12.0 LOS E E C pproach Delay 19.7 22.3 53.9 17.8 pproach LOS C D Queue Length 50th (ft) 21 121 157 4 334 0 225 148 Queue Length 95th (ft) 67 #206 242 13 #522 7 333 310 Internal Link Dist (ft) 1227 314 5911 568 Turn ay Length (ft) 250 100 125 125 ase Capacity (vph) 368 252 1046 340 496 521 749 1222 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Synchro 8 Report RK Page 7