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HomeMy WebLinkAbout20250912_PLN1395_TIA Report TRAFFIC IMPACT ANALYSIS HOLMAN RECOVERY CENTER JURISDICTION: CITY OF ARLINGTON Prepared for: Grandview PO Box 159 Arlington, WA 98223 Prepared by: Kimley ))) Horn August 2025 KH 090225082 Copyright© Kimley-Horn and Associates, Inc. Kimley)))Horn TRAFFIC IMPACT ANALYSIS FOR HOLMAN RECOVERY CENTER Prepared for. Grandview PO Box 159 Arlington, WA 98223 Prepared by: O� A Kimley-Horn and Associates, Inc. o 2828 Colby Avenue 08/19 5 Suite 200 Everett, Washington 98201 �o �, 42s0� (425) 708-8275 �GISTV Gti I0NAL This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and adaptation by Kimley- Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc. © August 2025 KH 090225082 Holman Recovery Center August 2025 Traffic Impact Analysis KH 090225082 Kimley >>> Horn TABLE OF CONTENTS 1 DEVELOPMENT IDENTIFICATION................................................................................................1 2 METHODOLOGY ......................................................................................................................1 3 TRIP GENERATION ..................................................................................................................3 4 TRIP DISTRIBUTION.................................................................................................................3 5 SNOHOMISH COUNTY KEY INTERSECTIONS...............................................................................3 6 INTERSECTION LEVEL OF SERVICE ANALYSIS............................................................................6 6.1 Turning Movement Volumes .........................................................................................6 6.2 Level of Service Calculations......................................................................................10 7 COLLISION HISTORY..............................................................................................................10 8 SITE ACCESS........................................................................................................................10 8.1 Sight Distance.............................................................................................................10 8.2 Access Spacing ..........................................................................................................11 9 TRAFFIC MITIGATION FEES....................................................................................................1 1 9.1 City of Arlington...........................................................................................................11 9.2 Snohomish County......................................................................................................11 9.3 Washington State Department of Transportation.........................................................12 10 CONCLUSIONS......................................................................................................................12 LIST OF FIGURES Figure1: Site Vicinity Map...........................................................................................................2 Figure 2: Development Trip Distribution — PM Peak Hour...........................................................5 Figure 3: 2025 Existing Turning Movements — PM Peak Hour....................................................7 Figure 4: 2027 No-Build Turning Movements — PM Peak Hour...................................................8 Figure 5: 2027 Build Turning Movements — PM Peak Hour.........................................................9 LIST OF TABLES Table 1: Trip Generation Summary.............................................................................................3 Table 2: Level of Service Summary— PM Peak Hour................................................................10 Holman Recovery Center August 2025 Traffic Impact Analysis Page i KH 090225082 Kimley>))Horn LIST OF APPENDICES SITEPLAN...................................................................................................................................A COUNTDATA............................................................................................................................... B TURNING MOVEMENT CALCULATIONS............................................................................................C LEVEL OF SERVICE ANALYSIS.......................................................................................................D Holman Recovery Center August 2025 Traffic Impact Analysis Page ii KH 090225082 Kimley)))Horn 1 DEVELOPMENT IDENTIFICATION Kimley-Horn and Associates, Inc. (Kimley-Horn) has been retained to analyze the traffic impacts of the proposed Holman Recovery (Development). This report is intended to provide the City of Arlington (City) with the necessary traffic generation, trip distribution, level of service (LOS) analysis, and mitigation fee determination to facilitate their review of the Development. Brad Lincoln, responsible for this report and traffic analysis, is a licensed professional engineer (Civil) in the State of Washington and member of the Washington State section of Institute of Transportation Engineers (ITE). The Development is proposed to construct an inpatient recovery center that will accommodate up to 60 residents at a time. The Development is located at the corner of 43 d Avenue NE and Airport Boulevard. The Development proposes to access the City street network via two access driveways along 43rd Avenue NE. A site vicinity map is included in Figure 1 and a site plan has been provided in Appendix A. 2 METHODOLOGY Trip generation calculations for the Development have been performed using data contained in the ITE (2021) Trip Generation Manual, 111h Edition. The distribution of trips generated by the site is based on surrounding land uses and general traffic patterns in the area. The City has an interlocal agreement with Snohomish County(County)that provides for reciprocal mitigation fees. County mitigation fees can be calculated based on the default percentage in the interlocal agreement, which is 70%, or based on actual impacts. The City also has an interlocal agreement with the Washington State Department of Transportation (WSDOT) that provides for mitigation fees to WSDOT for impacts to WSDOT improvement projects. WSDOT improvement projects and their associated fees are based on the most recent Exhibit C list. City developments are required to pay for any WSDOT improvement project on the Exhibit C list impacted with three or more directional PM peak hour trips or based on the area wide mitigation fee. Holman Recovery Center August 2025 Traffic Impact Analysis Page 1 KH 090225082 N NOT TO SCALE J00 A0 'fir eN F` �+46 W Z W n Z W 176TH PLACE NE Q G M d' JL ff J ■RL 0 OIL �� M i Ir� 'r jr%w%w%w%1j ■ n , 531 172ND STREET NEnh • 1 1 I 1111111 �� t 0 FFT NE r © Study Intersection Development Site FIGURE 1 : SITE VICINITY MAP Kimley>>> Horn HOLMAN RECOVERY - CITY OF ARLINGTON, WASHINGTON (KH 090225082) Kimley >>> Horn 3 TRIP GENERATION A detailed review of the operations of the facility was completed with the client including inpatient length of stay, staffing numbers, shift operations, and facility use. The inpatient length of stay is approximately 30 days with no outpatient services or visitors allowed. Several land uses were evaluated, including residential and medical land uses, and it was determined that the operations of the Development most closely align with an assisted living facility as defined in the ITE (2021) Trip Generation Manual, 11' Edition. Therefore, the average trip generation rates for ITE Land Use Code (LUC)254, Assisted Living, have been used for the trip generation. The trip generation of the Development is summarized in Table 1. Table 1: Trip Generation Summary 60 Beds Average Daily Trips AM Peak Hour Trips PM Peak Hour Trips Assisted AD Living In Out Total In Out Total In Out Total Generation Rate 2.6 per Bed 0.18 per Bed 0.24 per Bed Splits 50% 50% 100% 60% 40% 100% 39% 61% 100% Total Trips 78 78 156 7 4 11 5 9 14 The Development is anticipated to generate approximately 156 new ADTs with approximately 11 new AM peak hour trips and 14 new PM peak hour trips. 4 TRIP DISTRIBUTION The trip distribution is based on surrounding uses and general traffic patterns in the City. The anticipated trip distribution is: • 45% to and from the west along 172nd Street NE (SR-531) • 25% to and from the north along Airport Boulevard • 20% to and from the east ■ 10% along Airport Boulevard ■ 10% along 172nd Street NE (SR-531) • 10% to and from local roads A detailed trip distribution for the PM peak hour is displayed in Figure 2. 5 SNOHOMISH COUNTY KEY INTERSECTIONS The interlocal agreement between the City and County requires detailed development trip turning movement data at County key intersections impacted with three or more directional trips on an approach or departure. There are no County key intersections anticipated to be impacted with Holman Recovery Center August 2025 Traffic Impact Analysis Page 3 KH 090225082 Kimley>))Horn three or more directional trips on any approach or departure. County key intersection impacts have therefore not been included as part of this report. Holman Recovery Center August 2025 Traffic Impact Analysis Page 4 KH 090225082 N NOT TO SCALE R J O i ' A OIlk,.e0G< 1+40 W � rs Z W Z rJ W Q 176TH PLACE NE , o�°lam G OG M d -' i r I JL M111116 r ■q 70 ■ JII o - - - - 531 -�- - - - - - - 172NO STREET NE- - - * - - - - - - - - - - 1111111 � -� C o � J ow C C C � C C 168 � Ll R 0 � u L-71 FFT NE AL A, Trip Distribution % Inbound Trip Path © Study Intersection Outbound Trip Path Development Site °Tnpsod AWDT I Tpsd AM(PM) AM(PM) FIGURE 2: DEVELOPMENT TRIP DISTRIBUTION Kimley>>> Horn HOLMAN RECOVERY - CITY OF ARLINGTON, WASHINGTON (KH 090225082) Kimley>))Horn 6 INTERSECTION LEVEL OF SERVICE ANALYSIS There are no intersections that are anticipated to be impacted by ten or more new PM peak hour trips generated by the Development. As a conservative approach, the nearest major intersection has been analyzed. The intersections included in the analysis are listed below and were evaluated during the PM peak hour: 1. 43rd Avenue NE at Airport Boulevard 2. 43rd Avenue NE at Site Access The Development is proposed to have two access points along 43rd Avenue NE. For the analysis, a single site access is evaluated under worst-case scenarios, assuming all traffic passes through one access point. The future analysis has been performed for the year 2027 based on the construction schedule. The site access has only been analyzed for the 2027 build conditions. 6.1 Turning Movement Volumes The existing PM peak hour turning movements at the study intersection were collected by the independent count firm Traffic Data Gathering (TDG) in April 2025. The 2025 turning movements at the study intersections are shown in Figure 3. The existing count data is included in Appendix B. The future analysis has been performed for the year 2027. The 2027 no-build turning movements have been calculated by applying a conservative 3.0% annually compounding growth rate applied to the 2025 existing turning movements. The 2027 no-build turning movements at the study intersections are shown in Figure 4. The 2027 build turning movements at the study intersections have been calculated by adding the trips generated by the Development to the 2027 no-build turning movements. The 2027 build turning movements are shown in Figure 5. The turning movement calculations are included in Appendix C. Holman Recovery Center August 2025 Traffic Impact Analysis Page 6 KH 090225082 43RD AVENUE NE AT N AIRPORT BOULEVARD NOT TO SCALE <--124 r�9 86— 18� I 43RD AVENUE NE AT O SITE ACCESS jo 'qI � �QAO IN TOLO W Z W Z W 176TH PLACE NE a G M �� ♦ it L AL MIL L n , 531 172ND STREET NE �r 1 1 I 1111111 �� NNW C - 168 0 � FET NE 00 © Study Intersection JDevelopment Site AM(PM)—> Turning Movement Volumes FIGURE 3: 2025 EXISTING TURNING MOVEMENTS Kimley>>> Horn HOLMAN RECOVERY - CITY OF ARLINGTON, WASHINGTON (KH 090225082) 43RD AVENUE NE AT N AIRPORT BOULEVARD NOT TO SCALE <--132 ,-10 91 —� co 19_1�4 43RD AVENUE NE AT O ` SITE ACCESS q� o �O co �z t` W Z W n Z W 176TH PLACE NE a G OG M d 4 armJLL JL as 0 ■ o0 muslealmoom r 7* 531 172NO STREET NE _ a • 531 a 1111111 -� c � NOW C 168 wwwo OerME — .N 1111we._ .&, © Study Intersection Development Site AM(PM) Turning Movement Volumes FIGURE 4: 2027 NO-BUILD TURNING MOVEMENTS Kimley>>> Horn HOLMAN RECOVERY - CITY OF ARLINGTON, WASHINGTON (KH 090225082) 43RD AVENUE NE AT N AIRPORT BOULEVARD NOT TO SCALE <--132 ,�11 91 Lo LO 20—11 43RD AVENUE NE AT O SITE ACCESS e0 3CY) T (,? l'9 W Z W n Z W 176TH PLACE NE a G M JL MIL r ■qL ■ o0 00 _ o 172ND STREET NE _ a � � • 531 0 1111111 -� NOW or C � 168 SCR w*wo! F'eTNE IT * /�._ � , © Study Intersection Development Site AM(PM)—> Turning Movement Volumes FIGURE 5: 2027 BUILD TURNING MOVEMENTS Kimley>>> Horn HOLMAN RECOVERY - CITY OF ARLINGTON, WASHINGTON (KH 090225082) Kimley>))Horn 6.2 Level of Service Calculations The level of service calculations have been performed utilizing the existing channelization, existing intersection control, peak-hour factors, and heavy vehicle factors from the 2025 turning movement counts. The 2025 existing, 2027 no-build, and 2027 build calculations are summarized for the PM peak hour in Table 2. Table 2: Level of Service Summary— PM Peak Hour Conditions2025 Existing 2027 Conditions Intersections Control • Build Delay Del ] Delay LOS LOS • 1 43rd Ave NE at Two-Way B 10.4 B 10.5 B 10.6 Airport Blvd Stop-Control 43rd Ave NE at Two-Way _ _ _ _ 2 A 8.7 Site Access Stop-Control The analysis shows that the study intersections currently operate at LOS B or better during the PM peak hour and are anticipated to continue operating at LOS B or better under the 2027 no- build and build conditions. The intersection LOS calculations are provided in Appendix D. 7 COLLISION HISTORY Collision data was obtained from WSDOT for the time period between January 1, 2020 through December 31, 2024 for the intersection of 43rd Avenue NE at Airport Boulevard. The data does not show any collisions recorded at the intersection during the last 5-year period. 8 SITE ACCESS The Development is proposed to have two access driveways along 43rd Avenue NE. The northern driveway is proposed to be located approximately 100 feet from Airport Road. The southern access is proposed to be located near the southern property line. The Development will construct of portion of 43rd Avenue SE along the frontage and realign the current curb cut providing access to 43rd Avenue SE. The posted speed limit in the site vicinity is 25 miles per hour (mph). 8.1 Sight Distance The City Design and Construction Standards and Specifications, Section 2-3 Roadway Geometrics recognizes the guidelines published by the American Association of State Highway and Transportation Officials (AASHTO) for safe stopping and enter sight distance requirements. The stopping and intersection sight distances are 155 feet and 280 feet, respectively, for a 25- mph speed. Both accesses are anticipated to have clear sight distance in both directions with the proposed road alignment and the general topography in the area. The north access will have clear sight distance to Airport Road and at least 155 feet of sight distance to the south. The south access is anticipated to have at least 155 feet of stopping and intersection sight distance to the Holman Recovery Center August 2025 Traffic Impact Analysis Page 10 KH 090225082 Kimley>))Horn north and 155 feet of stopping and 280 feet of intersection sight distance to the south. The available sight distances are anticipated to increase to the full standards (155 feet of stopping sight distance and 280 feet of intersection sight distance) once the full width of 43rd Avenue NE is constructed. 8.2 Access Spacing The City Design and Construction Standards and Specifications, Section 2-3 Roadway Geometrics identifies a spacing of 150 feet, centerline to centerline, from arterial streets and 125 feet, centerline to centerline, for commercial driveways. The standards do note that driveways with less than 150 feet of spacing from an arterial may require some type of restriction, based on approval by the City Engineer. The northern access will have approximately 135 of spacing from Airport Road and the accesses will have a spacing of approximately 165 feet. The use of 43rd Avenue NE is anticipated to be minimal in this area and therefore the City Engineer may choose to accept the 135 feet of spacing at the northern driveway without the requirement for a restriction, such as signing the access to limit left-turns from the access.. 9 TRAFFIC MITIGATION FEES The City collects traffic mitigation fees based on the number of new PM peak hour trips generated by a development. The City also has interlocal agreements with the County and WSDOT for traffic mitigation fees. 9.1 City of Arlington The City currently has a traffic mitigation fee of $3,355.00 per PM peak hour trip based on the City Impact and Mitigation Fees worksheet. The Development is located within the Cascade Industrial Center Planned Action Area and will incur an additional traffic mitigation fee of $5,841.39 per PM peak hour trip per City code. The Development is anticipated to generate 14 new PM peak hour trips. This results in City traffic mitigation fees of$128,749.46. It is important to note that City traffic mitigation fees do not vest to the time of application. It is possible that the City fees will increase between the time of this report and when the traffic mitigation fees are required to be paid. 9.2 Snohomish County The City has an interlocal agreement with the County that provides for mitigation payments for impacts to County improvement projects. County fees are based on impacts to improvement projects included in the Transportation Needs Report (TNR). There are not any County projects on the TNR that will be impacted by three directional PM peak hour trips generated by the Development. County traffic mitigation fees should therefore not be a condition of approval for the Development. Holman Recovery Center August 2025 Traffic Impact Analysis Page 11 KH 090225082 Kimley>))Horn 9.3 Washington State Department of Transportation The WSDOT improvement projects and their associated fees are based on the most recent Exhibit C list, which is part of the interlocal agreement between the County and WSDOT. City developments are required to pay for WSDOT improvement projects on the Exhibit C list impacted with ten or more PM peak hour trips. There are not any WSDOT improvement projects that are anticipated to be impacted by ten PM peak hour trips and therefore WSDOT traffic mitigation fees should not be a condition of approval for the Development. 10 CONCLUSIONS The Development is proposed to construct an inpatient recovery center that will accommodate up to 60 residents at a time. The Development is located at the corner of 43 d Avenue NE and Airport Boulevard. The Development proposes to realign a portion of 43 d Avenue NE and access the City street network via two access driveways along 43 d Avenue NE. The Development is anticipated to generate approximately 156 new ADTs with approximately 11 new AM peak hour trips and 14 new PM peak hour trips. The analysis shows that the study intersection operates at LOS B during the PM peak hour and will continue to operate at LOS B or better through the 2027 build conditions. The Development is anticipated to have City traffic mitigation fees totaling $128,749.46 based on the current City Impact and Mitigation Fees worksheet. County or WSDOT fees should not be required since the impacts will not reach the County and WSDOT thresholds. Holman Recovery Center August 2025 Traffic Impact Analysis Page 12 KH 090225082 Kimley>))Horn APPENDIX SITE PLAN Holman Recovery Center August 2025 Traffic Impact Analysis Page A KH 090225082 A 1 Kimley>))Horn APPENDIX B COUNT DATA Holman Recovery Center August 2025 Traffic Impact Analysis Page B KH 090225082 43rd Ave NE @ Airport Boulevard Arlington,WA Airport Boulevard Airport Boulevard 124 u u o 0Intersection s r II > �, N I H 2 2 I J Peak Hour 4:15 PM-5:15 PM Ca 00 J o o w Volume 282 X o o X a PHF 0.85 a.a6 > o T = m Ca w HV 1.4% so 18 l In h Approach PHF HV z7 0 41 4 w NB Approach 0.75 0.0% Z U-Turn Left Right 3 c EB Approach 0.76 2.9% NB Total= 45 Tue 7/ 2212025 4:00 PM-6:00 PM Q WB Approach 0.74 0.8% HV= 0 Cl) Intersection 0.85 1.4% Bicycles= 0 Peds Xing S Leg= 2 PHF=Peak Hour Factor HV=Heavy Vehicles TURNING MOVEMENTS DIAGRAM PEAK HOUR SUMMARY TTRA FFIC DATA GATHERING B - 1 Kimley>))Horn APPENDIX C TURNING MOVEMENT CALCULATIONS Holman Recovery Center August 2025 Traffic Impact Analysis Page C KH 090225082 Holman Recovery Center 1 43rd Ave NE @ Airport Blvd Synchro ID: 1 Existing Peds a 0 b Average Weekday Bikes 8 0 8 PM Peak-Hour 0 0 0 0 0 0_j in a- a u ❑ Q --- a 0 a Q Date: 7/22/2025 165 a 124 133 0 a 9 a T Data Source: TDG 0 269 Airport Boulevard 282 Airport Boulevard 223 2 North a 0 PHF: 0.85 0 104 86 a 90 8 a 18 ❑ 43rd Avenue NE 8 EB HVF= 3% a d R p Ia d WB HVF= 0 a in41 0 4 F NB HVF= % 27 72 45 SB HVF= 0% Q 0 Q Bikes a 2 a Peds No-Build Peds a 0 a Average Weekday Bikes 8 0 8 PM Peak-Hour 0 0 0 Y 0 0 0 m a Year: 2027 0 8 ❑ Years of Growth= 2 Q --- a 0 a 4 Growth Rate= 3.0% 175 a 132 142 0 Growth Factor= 1.06 a 10 a T 0 285 Airport Boulevard 299 Airport Boulevard 237 2 North Grow Peds? No bal Grow Bikes? No 0 b 95 8 a ❑ 43rd Avenue NE 4 a d R Q Za a in 43 0 4 29 76 47 F Q 0 Q Bikes a F 2 b Peds Development Trips Peds a 0 b Average Weekday Bikes 8 0 4 PM Peak-Hour 0 0 0 0 0 0_j in a Holman Recovery Center a 8 ❑ a 0 a Q 2 a 0 1 0 a 1 3 Airport Boulevard FI__1 Airport Boulevard 2 0 North a 0 0 1 0 b 1 8 b 1 ❑ 43rd Avenue NE 8 a d R Q Za a in 2 0 1 2 5 3 F Q 0 Q Bikes a 0 b Peds Build Trips Peds a 0 b Average Weekday Bikes b 0 1 b PM Peak-Hour 0 0 0 Y 0 0 1 0 in a a a ❑ 4 a 0 a Q 177 a 132 143 0 a 11 a T 0 288 Airport Boulevard 304 Airport Boulevard 239 2 North a 0 0 111 91 b 96 4 b 20 ❑ 43rd Avenue NE 4 a in 45 0 5 31 81 50 F Q 0 Q Bikes a 2 b Peds C- 1 Holman Recovery Center 2 43rd Ave NE @ Site Access Synchro ID: 2 Existing Peds a 0 b Average Weekday Bikes 8 0 1 8 PM Peak-Hour 27 72 45 01 0 27 1 0 in a 0 ! ❑ St 43rd Avenue NE a 0 a 4 Date: 7/22/2025 0 a 0 0 0 t2 0 a T Data Source: TDG 0 0 Site Access 72 --- 0 North a 0 PHF: 0.85 0 0 0 a 0 8 a 0 ❑ 43rd Avenue NE EB HVF= 2% a d R Q 0 m WB HVF= 0% a in0 1 45 0 NB HVF= 0% 27 1 72 45 SB HVF= 0% Q 0 Bikes a 0 b Pees No-Build Peds a 0 b Average Weekday Bikes 8 0 1 8 PM Peak-Hour 29 77 48 y 0 29 0 m a Year: 2027 0 8 ❑ Years of Growth= 2 4 43rd Avenue NE 0 Growth Rate= 3.0% 0 a 0 0 0 Growth Factor= 1.06 0 T 0 0 Site Access 77 --- �0 HO North Grow Peds? No a 0 Grow Bikes? No 0 0 0 b 0 b b 0 ❑ 43rd Avenue NE a d 4 Q Za a in 0 48 0 29 77 48 F Q 0 Q Bikes a 0 a Peds Development Trips Peds a 0 a Average Weekday Bikes 8 0 1 8 PM Peak-Hour 2 5 3 2 0 0_j in a Holman Recovery Center a 8 ❑ ? 43rd Avenue NE a 0 a Q 5 a 0 0 0 a o a T 0 14 Site Access 14 --- 0 0 North a T � 1 b 0 ❑ 43rd Avenue NE 8 a d R Q Za a in 3 0 0 6 9 3 F Q 0 Q Bikes a 0 b Peds Build Trips Peds a 0 b Average Weekday Bikes 8 0 1 8 PM Peak-Hour 31 82 51 Y 2 29 0 in a a a ❑ 4 43rd Avenue NE a 0 a Q 5 G 0 0 0 a 0 a T 0 14 Site Access 91 --- 0 0 North a 3 0 9 0 b 0 8 b 6 ❑ 43rd Avenue NE a in 3 48 0 35 86 51 Q 0 Q Bikes a 0 b Peds C - 2 Kimley>))Horn APPENDIX D LEVEL OF SERVICE ANALYSIS Holman Recovery Center August 2025 Traffic Impact Analysis Page D KH 090225082 HCM 7th TWSC 1: 43rd Avenue NE &Airport Boulevard Hohmn Recovery Center Lteisect'. Int Delay,s/veh 1.9 NbvementW EBT EBBWBL MT ML MR Lane Configurations Ta Y Traffic Vol,veh/h 86 18 9 124 41 4 Future Vol,veh/h 86 18 9 124 41 4 Conflicting Peds,#/hr 0 2 2 0 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in NEdian Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles,% 3 3 1 1 0 0 Mvmt Flow 101 21 11 146 48 5 Nhjor/Mnor Ntajor= Major2 Mnorl= Conflicting Flow All 0 0 124 0 281 116 Stage 1 - - - - 114 - Stage 2 - - - - 167 - Critical Hdwy - - 4.11 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdv y Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.209 - 3.5 3.3 Pot Cap-1 Nhneuver - - 1469 - 713 942 Stage 1 - - - - 916 - Stage 2 - - - - 867 - AL Platoon blocked,% - - - Nbv Cap-1 Nhneuver - - 1466 - 707 938 Nbv Cap-2 Nhneuver - - - - 707 - Stage 1 - - - - 914 - Stage 2 - - - - 861 - approach EB )AB NB kI MControl Delay,s/v 0 0.51 10.37 HCMLOS B Mnorlane/Nhjor Writ NBLnl EBT EBR ML WBT Capacity(veh/h) 723 - - 1466 - F"Lane V/C Ratio 0.073 - - 0.007 - HCMControl Delay(s/veh) 10.4 - - 7.5 - HCMLane LOS B - - A - HCM95th°/file Q(veh) 0.2 - - 0 - 2025 Existing Conditions PMPeak Hour Km ley-Hom and Associates,Inc[LIB'090225082] Synchro 12 Report D - 1 HCM 7th TWSC 1: 43rd Avenue NE &Airport Boulevard Hohmn Recovery Center Lteisect'. Int Delay,s/veh 1.9 NbvementW EBT EB�VBL MT ML MR Lane Configurations Ta Y Traffic Vol,veh/h 10 132 43 4 Future Vol,veh/h 91 19 10 132 43 4 Conflicting Peds,#/hr Cr 2 2 0 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 100 - 0 - Veh in Nhdian Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles,% 3 3 1 1 0 0 Mvmt Flow 107 22 12 155 51 5 Nhjor/Mnor Nhjor= Nhjor2 Mnorl Conflicting Flow All 0 0 131 0 299 122 Stage 1 - - - - 120 - Stage 2 - - - - 179 - Critical Hdwy - - 4.11 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdv y Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.209 - 3.5 3.3 Pot Cap-1 Nhneuver - - 1460 - 697 934 i Stage 1 - - - - 910 - Stage 2 - - - - 857 - Platoon blocked,% - - - Nbv Cap-1 Nhneuver - - 1457 - 690 931 Nbv Cap-2 Nhneuver - - - - 690 - Stage 1 - - - - 908 - - Stage 2 - - - - 850 - Approach EB WB m kI MControl Delay,s/v 0 0.53 10.54 HCMLOS B Mnorlane/Nhjor Writ MLnl EBT EBR ML WBT Capacity(veh/h) 705 - - 1457 - F"Lane V/C Ratio 0.078 - - 0.008 - HCMControl Delay(s/veh) 10.5 - - 7.5 - HCMLane LOS B - - A - HCM95th°/file Q(veh) 0.3 - - 0 - 2030 No-Build Conditions PMPeak Hour Km ley-Hom and Associates,Inc[LIB'090225082] Synchro 12 Report D -2 HCM 7th TWSC 1: 43rd Avenue NE &Airport Boulevard Hohmn Recovery Center 1kteised Int Delay,s/veh 2 NbvementW L Wgf NBL MR. Lane Configurations Ta Y Traffic Vol,veh/h 91 20 11 132 45 Future Vol,veh/h 91 20 11 132 45 5 Conflicting Peds,#/hr 0 2 2 0 0 2 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None Storage Length - - 100 - 0 - Veh in Nhdian Storage,# 0 - - 0 Grade,% 0 - - 0 0 - Peak Hour Factor 85 85 85 85 Heavy Vehicles,% 3 3 1 1 0 0 Mvmt Flow 107 24 13 155 Nhjor/Mnor Nhjor= Nhjor2 NIno�7-- Conflicting Flow All 0 0 133 0 302 123 Stage 1 - - - - 121 - Stage 2 - - - - 181 - Critical Hdwy - - 4.11 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdv y Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.209 - 3.5 3.3 Pot Cap-1 Nhneuver - - 1459 - 694 934 i Stage 1 - - - - 909 - Stage 2 - - - - 855 - Platoon blocked,% - - - Nbv Cap-1 Nhneuver - - 1456 - 686 930 Nbv Cap-2 Nhneuver - - - - 686 - Stage 1 - - - - 908 - _ Stage 2 - - - - 847 - approach EB )AB NB kI MControl Delay,s/v 0 0.58 10.57 HCMLOS B Mnorlane/Nhjor Writ NBLnl EBT EBR ML WBT Capacity(veh/h) 705 - - 1456 - F"Lane V/C Ratio 0.083 - - 0.009 - I- MControl Delay(s/veh) 10.6 - - 7.5 - HCMLane LOS B - - A - HCM95th°/file Q(veh) 0.3 - - 0 - 2030 Build Conditions PMPeak Hour Km ley-Hom and Associates,Inc[LIB'090225082] Synchro 12 Report D -3 HCM 7th TWSC 2: 43rd Avenue NE & Site Access Hohmn Recovery Center Lteisect, Int Delay,s/veh 1.1 NbvementW EBL EBR NBL NBT SBT SBR Lane Configurations Y .t T. Traffic Vol,veh/h 3 6 3 48 29 2 Future Vol,veh/h 3 6 3 48 29 2 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 - - - - - Veh in Nhdian Storage,# 0 - - 0 0 - Grade,% 0 - - 0 0 - Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles,% 2 2 0 0 0 0 Mvmt Flow 4 7 4 56 34 2 Nhjor/Mnor Mmor2 Nhjorl l�ijo Conflicting Flow All 99 35 36 0 - 0 Stage 1 35 - - - - - Stage 2 64 - - - - - Critical Hdwy 6.42 6.22 4.1 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdv y Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.2 - - - Pot Cap-1 Nhneuver 900 1037 1587 - - - - Stage 1 987 - - - - - Stage 2 959 - - - - - - Platoon blocked,% - - - Nbv Cap-1 Nhneuver 898 1037 1587 - - - - Nbv Cap-2 Nhneuver 898 - - - - - Stage 1 985 - - - - - - Stage 2 959 - - - - - approach EB NB SB kI MControl Delay,s/v 8.69 0.43 0 HCMLOS A Mmorlane/NhjorMvmt NBL NBTEBLnl SBT SBR Capacity(veh/h) 106 - 986 - - HCMLane V/C Ratio 0.002 - 0.011 - - HCMControl Delay(s/veh) 7.3 0 8.7 - - HCMLane LOS A A A - - HCM95th°/file Q(veh) 0 - 0 - - 2030 Build Conditions PMPeak Hour Km ley--Hom and Associates,Inc[LIB'090225082] Synchro 12 Report D -4