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20260116_PJA26-0017_TIA
17 HEATH _ ASSOCIATES Transportation Planning & Engineering TRAFFIC IMPACT ANALYSIS Taco Bell Arlington, Washington October 2025 1011 E Main Ave Suite 4531 Puyallup, WA 198372 (253) 770-1401 1 heathtraffic.com TACO BELL ARLINGTON TRAFFIC IMPACT ANALYSIS Prepared for: Albert Palacios, Construction Project Manager Anchor Point Management Group ATPalacios@anchorpointmg.com Prepared by: Heath & Associates PO Box 397 Puyallup, WA 98371 (253) 770 1401 HeathTraffic.com ?P of wnsy,� �F2 J6 of + 52629 <va SSIONAt 10/22/2025 Taco Bell Arlington TIA 2 HeathTraffic.com TACO BELL ARLINGTON TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS 1 . Introduction...........................................................................................................4 2. Project Description...............................................................................................4 3. Existing Traffic Conditions...................................................................................6 4. Future Traffic Conditions...................................................................................13 5. Mitigation and Fees ...........................................................................................20 6. Conclusions.........................................................................................................21 TABLES 1 . Roadway Network ................................................................................................6 2. Existing PM Peak Hour Level of Service...........................................................10 3. 2022-2024 Crash History...................................................................................11 4. Crash Types and Severity..................................................................................11 5. Project Trip Generation Forecast .....................................................................13 6. Future PM Peak Hour Level of Service.............................................................17 FIGURES 1 . Vicinity Map...........................................................................................................4 2. Conceptual Site Plan............................................................................................5 3. Existing PM Peak Hour Volumes.........................................................................7 4. Non-Motorist PM Peak Hour Volumes...............................................................9 5. Collision History Map.........................................................................................12 6. PM Peak Hour Trip Distribution and Assignment...........................................14 7. Forecast 2028 PM Peak Hour Volumes Without Project...............................15 8. Forecast 2028 PM Peak Hour Traffic Volumes With Project .........................16 9. Entering Sight Distance.....................................................................................19 Taco Bell Arlington TIA 3 HeathTraffic.com TACO BELL ARLINGTON TRAFFIC IMPACT ANALYSIS 1 . INTRODUCTION This report summarizes the transportation impacts of a Taco Bell quick service restaurant proposed on 204th Street NE in Arlington, Washington. It describes existing traffic conditions in the site vicinity and future conditions before and after project completion. The report concludes with a summary of findings and recommendations, with consideration for City of Arlington plans and policies. This TIA has been prepared in accordance with the City of Arlington "Traffic Analysis Procedures and Checklist." 2. PROJECT DESCRIPTION Taco Bell Arlington, herein referenced as the project, is located on Snohomish County parcel 00847300000200, a 0.63-acre undeveloped lot on the north side of 204th Street NE in Arlington. The site is bordered by existing commercial development to the east and west. A vicinity map is shown in Figure 1. The project will consist of a 2,235 square foot (sf)fast-food restaurant with one drive-through lane. Two site access will be provided: an existing shared driveway on 204th Street NE at the southwest corner of the site and a new driveway on the north edge of the site which will access Olympic Place NE via an existing private alley. A conceptual site plan is provided in Figure 2. Figure 1: Vicinity Map ` - --� r � �A p f1 rya M 10 y Subject Site Ar' �iRi ■ i Jler— Air 'r y ML to aILA . Taco Bell Arlington TIA 4 HeathTraffic.com Figure 2: Conceptual Site Plan I CUM STACKS I ,Q 24' I 1O I I TACO BELL I 2,235 SF 19, I 12' ! I 19, ------<00 0 Taco Bell Arlington TIA 5 HeathTraffic.com 3. EXISTING TRAFFIC CONDITIONS 3.1 Existing Street System The project is located on the north side of 2041h Street NE and approximately 900 feet east of SR 9 in Arlington. SR 9 and 2041h Street in the project vicinity are classified by the Washington State Freight and Goods Transportation System (FGTS) as T-3 freight routes, carrying between 300,000 and 5,000,000 tons of freight annually. Characteristics of key roadways in the project vicinity are summarized in Table 1. Table 1: Roadway Network Functional Roadway Speed Lanes Street Side- Bike Classification Limit Parking walk Facilities Freeway SR 9 45 2 No No No Minor Arterial 2041h Street NE 25 2 No Yes Shared- use path Local Access Olympic Place 25 2 No Yes No 3.2 Roadway Improvements A review of the City of Arlington Six-Year Transportation Improvement Plan 2025- 2030 (TIP) and the Washington State Department of Transportation (WSDOT) 2025- 2028 Statewide Transportation Improvement Program (STIP) identified no planned transportation projects in the project vicinity. 3.3 Existing Peak Hour Volumes Intersection turning movement counts were collected from 4-6 PM on Thursday, September 25, 2025 at the following study intersections: 1 . SR 9 & 2041h Street NE 2. 2041h Street NE & Olympic Place/771h Avenue NE 3. 2041h Street NE & private driveway (future project access) 4. Olympic Place & private alley (future project access) Peak period traffic volumes were reviewed to identify the PM peak hour, defined as the four consecutive 15-minute intervals with the highest volume during the two-hour peak period. Existing PM peak hour traffic volumes are summarized in Figure 3. Taco Bell Arlington TIA 6 HeathTraffic.com o< 9 O N 22 1149 10 47--4*' 15 6-1o� *--5 118� � �6 116 210 20 SITE 204TH ST NE 2 166 56 54 1 99±� +--66 245—+ *--181 O 151 359 66 179--jo- O �16 3 3 139145 130 2 � 3 z 393--jo. A *--285 0111 35 22 243—Do. *--252 rn 120 ] �175 9 P� 61 436 195 TACO BELL ARLINGTON H EAT H&AS S O C I AT E S EXISTING PM PEAK HOUR VOLUMES Transportation Planning&Engineering FIGURE 3 3.4 Nonmotorized Conditions 20411 Street NE includes a paved sidewalk and buffer strip at the project frontage. A 12-foot shared-use path extends along the north side of 204th Street NE from the west edge of the project frontage to SR 9. Olympic Place includes concrete sidewalks and landscaping in the project vicinity. Refer to Figure 4 for the non-motorist activity at each study intersection during the PM peak hour. 3.5 Transit Conditions A review of Community Transit service system indicates that Routes 220 and 230 provide service in the project vicinity. Both routes include stops on 204th Street NE within approximately 500 feet of the project site. Community Transit Route 220 provides daily service between downtown Arlington and the Smokey Point Transit Center, operating on approximately 60-minute headways from 5:00 AM to 10:00 PM. Route 230 provides weekday-only service between Smokey Point Transit Center and Darrington via SR 530. Taco Bell Arlington TIA 8 HeathTraffic.com o< 9 O N % SITE 204TH ST NE O °/3 10 0/4 1 0R.o o °/ = O O 0 0 0 0 m 9 HEATH ASSOCIATES TACO BELL ARLINGTON NON-MOTORIST PM PEAK HOUR VOLUMES Transport;; Planning&Engineering FIGURE 4 9 3.5 Existing Level of Service Level of Service (LOS) rates' the quality of traffic flow and user experience, typically on a scale from A to F, where: • LOS A represents free-flowing traffic with minimal delays and low congestion. • LOS B indicates stable traffic flow with some minor delays. • LOS C shows moderate traffic flow with noticeable delays at peak times. • LOS D represents high-density traffic flow with more frequent and longer delays. • LOS E signifies near-capacity conditions with significant delays and congestion. • LOS F denotes over-capacity conditions, where traffic flow breaks down, resulting in severe congestion and delays. Level of service calculations were made using the Synchro 12 analysis for stop- controlled intersections and the Sidra 10 program for roundabout analysis. For roundabout and signalized intersections, LOS is determined by the overall average delay. For side-street stop-controlled intersections, LOS is determined by the movement with the highest delay. Per WSDOT Synchro Protocol, the ideal saturated flow rate has been adjusted to 1750 for the signalized intersection (urban setting). Table 2 below summarizes existing LOS. Table 2: Existing PM Peak Hour Level of Service Delays given in seconds per vehicle Intersection Control LOS Delay SR 9 & 204t" St NE Signal D 54.6 204t" St NE & Olympic PI RAB A 4.3 204t" St NE & shared driveway TWSC B 11 .0 Olympic PI & private alley TWSC B 14.5 LOS Standard: The City of Arlington has adopted LOS D standards for all City arterials and state highways. Minimum LOS standards for WSDOT facilities are established by WSDOT. WSDOT has adopted a minimum LOS D standard for SR 9. All existing intersections operate at LOS D conditions or better during the PM peak hour, satisfying their respective City of Arlington and WSDOT standards. 'Signalized Intersections-Level of Service Stop Controlled Intersections-Level of Service Control Delay per Control Delay per Level of Service Vehicle(sec) Level of Service Vehicle(sec) A >_10 A <_10 B >10 and<_20 B >10 and<_15 C >20 and<_35 C >15 and<_25 D >35 and<_55 D >25 and<_35 E >55 and<_80 E >35 and<_50 F >80 F >50 Highway Capacity Manual(HCM),7th Edition Taco Bell Arlington TIA witillill 10 HeathTraffic.com 3.6 Crash History Crash records for the three-year period from 2022 through 2024 were obtained from WSDOT for roadways in the project vicinity. An analysis of the documented crash history is provided below. The three-year crash history is mapped in Figure 4, and crash history by intersection is summarized in Table 3. Table 3: 2022-2024 Crash History Intersection 2022 2023 2024 Total Freq. SR9 & 204thSt NE 6 2 8 16 5.3 204th St NE & Olympic PI 1 0 3 4 1 .3 204th St NE & shared driveway 0 0 0 0 0.0 Olympic PI & private alley 0 0 1 1 0.3 A fatal crash occurred at the intersection of SR 9/2041h Street NE on January 20, 2022 when a southbound vehicle failed to yield right-of-way at the traffic signal, fatally striking two pedestrians. The crash occurred at 2:30 AM and alcohol was cited as a contributing factor. One additional pedestrian-involved crash occurred at the SR 9/204th Street NE intersection on December 12, 2022 when a westbound right-turning vehicle failed to grant right-of-way to a pedestrian. Driver distraction was cited as a contributing factor. Crash history by type and injury severity are summarized in Table 4. Table 4: Crash Types and Severity y a� O c Q m Z. C C C Y a Q _ '_ _ ID Intersection W .N Q x o o d aMi 0 u Z ,O c a C in E 3 � o H a 0 W .U. H s N IL Z a� 1 SR9 & 204thSt NE 9 0 1 4 0 2 16 1 0 1 3 11 2 204th St NE & Olympic PI 1 0 0 0 2 1 4 0 0 0 2 2 3 204th St NE & driveway 0 0 0 0 0 0 0 0 0 0 0 0 4 Olympic PI & private alley 0 0 0 1 0 0 1 0 0 0 1 0 Refer to Figure 5 on the following page for a map of collision history. Taco Bell Arlington TIA 11 HeathTraffic.com o< 9 N 1 COLLISION AT INTERSECTION 4 FROM OPPOSITE DIRECTION(1) 16 COLLISIONS AT INTERSECTION 1 � ~ REAR-END(9) ; FROM OPPOSITE DIRECTION SITE VEHICLE HITS NON-MOTORIST ((2) � "• r-�---- SIDESWIPE(1) Ik ,Lp'1 204TH ST NE 4 COLLISIONS AT INTERSECTION 2 STRUCK FIXED OBJECT(2) REAR-END(1) VEHICLE HITS NON-MOTORIST(1) v --I :0 Z rn ob 9 J� P i — TACO BELL ARLINGTON H EATH&ASSOC IATES _ COLLISION HISTORY MAP I r,, i:f i(.ition Planning&Engineering FIGURE 12 4. FUTURE TRAFFIC CONDITIONS 4.1 Project Trip Generation Project-generated trips were forecast based on data published in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 1211 Edition. The proposed use is consistent with Land Use Code (LUC) 934 - Fast-Food Restaurant with Drive- Through. The trip generation forecast used gross floor area as the independent variable and applied ITE weighted average trip generation rates. Pass-by trip reductions were applied based on Trip Generation Manual average pass- by rates, including 50 percent in the AM peak hour and 55 percent in the PM peak hour. ITE data does not include daily pass-by rates; therefore, weekday daily pass-by rate was calculated as the average of the AM and PM peak hour pass-by rates. The trip generation forecast is summarized in Table 5. Trip generation data is provided in the appendices. Table 5: Project Trip Generation Forecast Land Use Size Trip Type AWDT AM Peak Hour PM Peak Hour In Out Total In Out Total Fast-Food Gross Trips 1,002 38 36 74 37 34 71 Rest. w/ Drive- 2 ksf5 Less Pass-By -526 -18 -18 -36 -19 -19 -38 Thru (934) Primary Trips 476 20 18 38 18 15 33 The project is anticipated to generate 476 new weekday daily trips, including 38 AM peak hour trips (split 20 in; 18 out) and 33 new PM peak hour trips (split 18 in; 15 out). 4.2 Project Distribution &Assignment Project-generated trips were distributed to the public road network based on existing traffic volumes and development patterns. The trip distribution and assignment forecast is summarized in Figure 6. 4.3 Future Peak Hour Volumes Future traffic volumes were forecast for a three-year (2028) analysis horizon. Background travel demand growth was calculated based on a 3.4 percent annual growth rate, consistent with the 2044 population growth forecast identified in the City of Arlington Draft Transportation Master Plan. Traffic volume forecasts are shown in Figures 7 and 8. Taco Bell Arlington TIA 13 HeathTraffic.com o PM PEAK HOUR PRIMARY TRIPS <� INBOUND: 18 VPH OUTBOUND: 15 VPH n 9 .p < PM PEAK HOUR PASS-BY TRIPS OINBOUND: (19)VPH N 0 (-8) 7(8) 40% OUTBOUND: (19)VPH 10% 0 ��5(8) PASS-BY 0-10� *--0 40% 0� rof-6(8) 0 (-8) 7(8) PASS-BY 40% SITE PASS-BY 10% 25% 204TH WTST NE 10% O2 PASS-BY 10% 6 I0 0 041 —� 0± + t 0 1 7- O *--2O 0 0 2 15% 2� �0 2(2) 2(1) 0J �2 0 #141I 2(1)je �2(2) Z 5-10. A *--4 0 0 0 0 *--(-2) rn 0 I I �2 9 P 0 0 2 TACO BELL ARLINGTON H EATH&ASSOC IATES PM PEAK HOUR TRIP DISTRIBUTION &ASSIGNMENT Transportation Planning&Engineering FIGURE 6 14 0< 9 O N 24 1164 11 52-21�*' 17 7—jo� *--6 130� � �7 128 231 22 SITE 204TH ST NE 2 183 62 61 1 109� +--73 270—+ *--199 O 166 396 73 197--jo- O �19 3 3 153- Lok-160 143 2-eLok 3 z 433--jo. A *--314 0122 39 24 268—lo- *--278 rn 132 1 �193 9 P� 67 480 215 TACO BELL ARLINGTON H EATH&ASSOC IATES FORECAST 2028 PM PEAK HOUR VOLUMES WITHOUT PROJECT Transportation Planning&Engineering FIGURE 7 15 0< 9 O N 24 1156 26 52-21�*' 30 7—jo� *--6 130� � �21 128 223 37 SITE 204TH ST NE 2 189 62 61 1 109± +--73 1 277—+ *--201 O 166 396 75 199-10. O �19 7 6 153- � 1�162 143 ♦ I F 5-0Lok 7 z 438--jo. A *--318 0122 39 24 267—lo- *--276 rn 132 1 �195 9 P� 67 480 217 TACO BELL ARLINGTON H EATH&ASSOC IATES FORECAST 2028 PM PEAK HOUR VOLUMES WITH PROJECT Transportation Planning&Engineering FIGURE 8 16 4.5 Left-Turn Lane Warrants A left-turn lane warrant analysis was developed for southbound Olympic Place at the shared site access. The analysis utilized WSDOT Design Manual guidance and 2028 With Project PM peak hour traffic volume forecasts. A southbound left-turn lane will not be warranted on Olympic Place. The analysis nomograph is provided in the appendix for reference. 4.6 Future Levels of Service Future (2028) PM peak hour intersection operations were analyzed before and after the addition of project-generated trips. Future delay and LOS results are summarized in Table 6. Intersection capacity analysis reports are provided in the appendices. Table 6: Future PM Peak Hour Level of Service Delays given in seconds per vehicle Without Project With Project Intersection Control LOS Delay LOS Delay SR 9 & 204th St NE Signal 76.1 E 77.5 2041h St NE & Olympic PI RAB A 4.6 A 4.7 204th St NE & shared driveway TWSC B 11.4 B 11 .4 Olympic PI & private alley TWSC C 16.5 C 17.1 SR 9 & 204t" Street NE will operate at LOS E in the PM peak hour before and after the addition of project-generated trips. Project-generated trips will represent an increase in total peak hour volume of less than 1 percent and will increase average intersection delay by 1 .7 seconds per vehicle. Project impacts will not be significant and no mitigation is recommended. 204th Street NE & Olympic Place will operate at LOS A. Westbound 95th percentile queues are anticipated to extend 50 feet and will not impact the site access located approximately 100 feet west of the roundabout. Southbound 95th percentile queues will extend 52 feet and will not impact the site access located approximately 150 feet north of the roundabout. Site accesses are anticipated to operate at LOS C or better. The minimum City of Arlington LOS D standard is satisfied. Taco Bell Arlington TIA 17 HeathTraffic.com 4.7 Drive-Through Storage A 2019 study2 by Spack Solutions observed four drive-through fast-food restaurants over a six-day period, finding an average maximum queue of 8 vehicles. The preliminary site plan includes one drive-through lane with storage for up to 8 passenger cars, including the space at the service window. The proposed storage will be adequate to serve the anticipated maximum queue, with additional drive-through storage available in the proposed off-street parking lot. 4.8 Site Access Spacing City of Arlington Standards and Specifications Chapter 2 indicate that commercial driveways located closer than 150 feet from the approach to an arterial intersection may require medians, type "C" curbing, and/or signing to restrict access to safe movements as determined by the City Engineer. The 204th Street NE site access is located approximately 150 feet east of the roundabout circulating lane at 204th Street NE/Olympic Place, and 210 feet west of 79th Drive NE, measured centerline-to-centerline. The Olympic Place site access is located opposite an existing commercial access on the west side of Olympic Place, and approximately 190 feet north of the roundabout circulating lane at 204th Street NE/Olympic Place. Access restrictions are not recommended at either site access. 4.9 Sight Distance Analysis Entering Sight Distance (ESD) at the 204th Street NE and Olympic Place site accesses were analyzed using City of Arlington design standards and guidance published in the Washington State Department of Transportation (WSDOT) Design Manual M 22- 01.23. 204th Street NE and Olympic Place have 25-mph posted speeds. Assuming a 30-mph design speed, the minimum ESD is 335 feet. Both site accesses provide clear sight distance to the 204th Street NE/Olympic Place roundabout west of the project site. Existing ESD on 204th Street NE and on Olympic Place in the opposite direction from the roundabout extends beyond 335 feet on both streets, as shown in Figure 9. The minimum ESD standard is satisfied. 2 Spack Solutions. "Drive-Thru Queue Generation."2019 Taco Bell Arlington TIA `111#� 18 HeathTraffic.com yr ► . .lY 1 �� � � , Ali ��. �r ; � r �•1 Aj,Iry -w�►' s>' dp • -- Toy t ' • v','UrI•.,. 4tn St NE 4L Goo art N 400 ft 'r` 5. MITIGATION AND FEES 5.1 City of Arlington Traffic Impact Fee The City of Arlington assesses traffic impact fees (TIF) based on the quantity of net new PM peak hour project-generated trips. As of October 2025, the current TIF rate is $3,355 per trip. The project's TIF can be calculated based on the current TIF rate and the trip generation forecast described earlier in this report, as shown: (33 PM peak hour trips) x (PM $3,355 1 = $110,715 trip The preliminary TIF estimate is $110,715. The exact TIF amount will be determined at the time of building permit issuance and is subject to rates in effect at the time payment is made. The TIF does not vest to the building permit application date. 5.2 Snohomish County Traffic Mitigation Fee Snohomish County maintains an interlocal agreement with the City of Arlington which can require traffic mitigation measures from new development in the city that impacts roads in the unincorporated county. According to the process defined in the current version of the "Snohomish County Traffic Worksheet and Traffic Study Requirements for Developments in the City of Arlington," the project trip distribution forecast was extended to intersections in unincorporated Snohomish County which have been identified by the County as key intersections. The trip distribution forecast was extended to capture any key intersections which may be impacted by three or more peak hour project primary trips in a single direction on a given approach. The resulting trip distribution forecast is provided in the appendix. The Snohomish County project trip distribution forecast was compared to the list of intersections and road segments programmed for improvement in the Snohomish County Transportation Needs Report, Appendix D. Project-generated trips will not trigger the three-trip threshold at any Snohomish County facilities programmed for improvement in the TNR. The project will not be responsible for a Snohomish County traffic mitigation fee. Taco Bell Arlington TIA 20 HeathTraffic.com 6. CONCLUSIONS Taco Bell Arlington is a proposed 2,235 sf fast-food restaurant located on a 0.63-acre parcel to the north of 204th Street NE in Arlington. Site access will be provided via existing shared driveways on 204th Street NE and on Olympic Place NE. The project is anticipated to generate 476 new weekday daily trips, including 38 AM peak hour trips (split 20 in; 18 out) and 33 new PM peak hour trips (split 18 in; 15 out). Future traffic conditions were forecast for a three-year(2028) horizon and assumed a background traffic volume growth of 3.4 percent per year, consistent with the long- range growth forecast identified in the Arlington draft Transportation Master Plan. The intersection of SR 9 & 204th Street NE currently operates at LOS D and will degrade to LOS E by 2028. The addition of project-generated trips will not impact intersection LOS and will not significantly increase intersection volume or average delay. No project mitigation is recommended. Both site accesses are located at least 150 feet from the 204th Street NE/Olympic Place roundabout circulating lane, measured centerline-to-centerline. The accesses will satisfy the minimum LOS D standard and will not be blocked by vehicle queuing during the PM peak hour. No access restrictions are recommended. The project's preliminary City of Arlington traffic impact fee estimate is $110,715. The exact TIF will be determined at the time of building permit issuance and is subject to increase. The project will not be responsible for a traffic mitigation fee associated with the Snohomish County-City of Arlington interlocal agreement. Taco Bell Arlington TIA `111*� 21 HeathTraffic.com TACO BELL ARLINGTON TRAFFIC IMPACT ANALYSIS APPENDIX Traffic Counts Taco Bell Arlington TIA HeathTraffic.com 22 Date Collected: 9/25/2025 H EAT H SAS S O C I AT E S Time Day the Week: Thursday Time Period: 4:00 PM to 6:00 PM Transport.ar.ion Planning&Engineering Peak Hour: 4:30 PM to 5:30 PM 204th Street NE&SR 9 SR 9 N 576 720 1 0 151 359 66 0 �� • 204th St NE 204th St NE 0 � 0 0 7� 1 145 1 497 4 139 C/ �= 285 4 605 652 0 393 174 lo 655 120 � � 1 0 61 436 195 111 1 1 eMe 0 653 S692 R 9 1 204th St NE 204th St NE SR 9 SR 9 15 Hourly Interval Start Time Eastbound Westbound Northbound Southbound Minute Totals UT LT I T RT UT LT I T RT UT LT I T RT UT I LT I T RT Totals 4:00 PM 0 33 88 22 0 42 58 37 0 18 75 35 0 23 90 41 562 4:15 PM 0 34 94 38 0 43 62 33 0 18 74 41 0 22 85 18 562 4:30 PM 0 49 110 38 0 43 81 37 0 10 125 46 0 15 87 54 695 4:45 PM 0 30 88 30 1 43 67 30 0 22 109 48 0 20 84 37 609 2428 5:00PM 0 31 105 30 0 45 72 37 0 14 102 50 0 16 99 31 632 2498 5:15 PM 0 29 90 22 0 43 65 41 0 15 100 51 0 15 89 29 589 2525 5:30 PM 0 22 104 22 0 36 71 44 0 28 84 43 0 22 57 31 564 2394 5:45 PM 0 42 87 25 0 35 74 30 0 7 100 30 0 20 66 35 551 1 2336 Count Total 0 270 766 227 1 330 550 289 0 132 769 344 0 153 657 276 4764 -- Peak Hour Total 0 139 393 120 1 174 285 145 0 61 436 195 0 66 359 151 2525 PHF 0.83 0.94 0.96 0.92 0.91 Heavy Vehicles 0 2 6 0 0 3 9 0 0 0 13 2 0 1 7 7 50 HV% 1 0.0% 1.4% 1.5% 0.0% 0.0% 1.7% 3.2% 0.0% 1 0.0% 0.0% 3.0% 1.0% 1 U L5% 1.9% 4.6% 1 2.0% Interval Start Time Heavy Vehicles Pedestrians(Leg) Bicycles(Leg) EB WB I NB I SB TTotal E W N I S Total E W N S Total 4:00 PM 6 1 8 6 21 0 0 1 0 1 0 0 0 0 0 4:15 PM 6 6 3 5 20 0 0 0 0 0 0 0 0 0 0 4:30 PM 1 7 6 8 22 0 0 0 0 0 0 0 0 0 0 4:45 PM 2 1 3 3 9 0 0 0 1 1 0 1 0 0 1 5:00 PM 3 1 4 2 10 0 0 0 0 0 0 0 2 1 3 5:15PM 2 3 2 2 9 0 0 0 0 0 0 0 2 0 2 5:30 PM 1 2 3 1 7 0 0 0 0 0 0 0 0 0 0 5:45 PM 1 0 4 1 6 2 0 0 3 5 0 0 0 0 0 Count Total 22 21 33 28 104 2 0 1 4 7 0 1 4 1 6 Peak Hour Total 8 12 15 15 50 0 0 0 1 1 0 1 4 1 6 Peak Hour HV% 1.2% 2.0% 2.2% 2.6% 2.0% Taco Bell Arlington TIA 23 Date Collected: 9/25/2025 H EAT H&ASSOCIATES Day Ti the Week: Thursday Time Period: 4:00 PM to 6:00 PM Transportation Planning&Engineering Peak Hour: 4:30 PM to 5.30 PM 204th Street NE&Olympic Place NE Olympic PI NE N 277 347 1 II 1 0 166 56 54 1 a • 204th St NE 204th St NE 2 � 2 99 5 66 1 557 �— 245 181 4 264 653 0 179 16 lo 256 130 � � 1 3 0 111 35 22 1 II t 1 21�k) 0 202 168 77th Ave NE I r 204th St NE 204th St NE 77th Ave NE Olympic PI NE 15 Hourly Interval Start Time Eastbound Westbound Northbound Southbound Minute Totals UT LT I T RT UT LT I T RT UT LT I T I RT UT I LT I T I RT Totals 4:00 PM 22 38 43 19 0 2 46 11 0 25 7 5 0 9 14 31 272 4:15 PM 15 65 29 22 0 1 55 11 0 28 16 7 0 14 11 30 304 4:30 PM 20 55 33 42 1 5 52 11 0 28 5 8 0 12 15 30 317 4:45 PM 29 70 36 33 0 4 46 15 0 27 11 5 0 11 10 46 343 1236 5:00 PM 18 64 57 26 0 2 46 20 0 24 8 6 1 12 11 47 342 1306 5:15 PM 32 56 53 29 0 5 37 20 0 32 11 3 0 19 20 43 360 1362 5:30 PM 23 54 44 33 0 2 42 11 0 27 13 2 0 15 10 38 314 1359 5:45 PM 30 50 34 30 0 1 39 12 0 28 14 8 0 13 11 33 303 1319 Count Total 189 452 329 234 1 22 363 111 0 219 85 44 1 105 102 298 2555 -- Peak Hour Total 99 245 179 130 1 16 181 66 0 111 35 22 1 54 56 166 1362 PHF 0.96 0.96 0.91 0.84 0.95 Heavy Vehicles 3 2 2 1 0 0 6 0 0 0 0 0 0 0 0 4 18 HV% 3.0% 0.8% 1.1% 0.8% 0.0% 0.0% 3.3% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 2.4% 1.3% Interval Start Time 11 Heav Vehicles I Pedestrians(Leg) Bicycles(Leg) EB WB I NB SB Total E W N S Total E W I N I S Total 4:00 PM 3 0 0 0 3 6 0 0 0 6 0 0 0 0 0 4:15PM 3 2 1 1 7 0 2 2 1 5 0 0 1 0 1 4:30 PM 2 4 0 2 8 1 0 0 0 1 0 1 0 0 1 4:45 PM 2 1 0 0 3 0 1 0 0 1 0 0 0 0 0 5:00 PM 2 1 0 0 3 0 0 0 0 0 0 0 3 0 3 5:15PM 2 0 0 2 4 1 1 0 1 3 0 0 0 0 0 5:30 PM 1 1 0 0 2 0 1 0 1 2 0 0 0 1 1 5:45PM 1 0 0 0 1 2 0 0 0 2 1 0 0 0 1 Count Total 16 9 1 5 31 10 5 2 3 20 1 1 4 1 7 Peak Hour Total 8 6 0 4 18 2 2 0 1 5 0 1 3 0 4 Peak Hour HV% 1.2% 2.3% 0.0% 1.4% 1.3% Taco Bell Arlington TIA 24 Date Collected: 10/15/2024 H EAT H&ASSOCIATES Day Ti the Week: Tuesday Time Period: 4:00 PM to 6:00 PM Transportation Planning&Engineering Peak Hour: 4:00 PM to 5:00 PM 204th Street NE&Autozone Access Access N 6 5 1 II 1 0 3 3 0 204th St NE I I�J 204th St NE 0 � 0 0 =,�DD 3 0 255 4 2 252 4 255 245 243 0 1p 246 2 0 OME) 0 0 204th St NE 204th St NE Access 15 Hourly Interval Start Time Eastbound Westbound Southbound Minute Totals UT LT I T RT UT LT I T RT UT LT T RT Totals 4:00 PM 0 1 58 0 62 1 0 0 0 122 4:15 PM 0 0 65 0 63 0 0 0 1 129 4:30 PM 0 0 61 0 64 1 0 1 1 128 4:45 PM 0 1 59 0 63 1 0 2 1 127 506 5:00 PM 1 0 68 0 51 0 0 0 2 122 506 5:15 PM 0 2 73 0 51 0 0 0 1 127 504 5:30 PM 0 0 63 0 48 0 0 0 3 114 490 5:45 PM 0 1 57 0 37 0 0 1 3 99 1 462 Count Total 1 5 504 0 439 3 0 4 12 968 -- Peak Hour Total 0 2 243 0 252 3 0 3 3 506 PHF 0.94 0.98 0.50 0.98 Heavy Vehicles 0 0 4 0 8 0 0 0 1 13 HV% 1 0.0% 0.0% 1.6% -- 0.0% -- 3.2% 0.0% -- -- -- -- 0.0% 0.0% -- 33.3% 2.6% -- Interval Start Time Heavy Vehicles Pedestrians(Leg) Bicycles(Leg) EB WB NB 1 SB Total E W N S Total E W N S Total 4:00 PM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 4:15PM 1 5 0 6 0 0 0 0 0 0 0 2 0 2 4:30 PM 1 2 1 4 0 0 0 0 0 0 0 0 0 0 4:45 PM 1 1 0 2 0 0 0 0 0 0 0 0 0 0 5:00 PM 2 1 0 3 0 0 0 0 0 0 0 0 0 0 5:15PM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 5:30 PM 1 1 0 2 0 0 1 0 1 0 0 0 0 0 5:45 PM 1 0 0 1 0 0 0 0 0 0 0 0 0 0 Count Total 9 10 1 20 0 0 1 0 1 0 0 2 0 2 Peak Hour Total 4 8 1 13 0 0 0 0 0 1 LO 0 2 0 2 Peak Hour HV% 1.6% 3.1% - 16.7% 2.6% Taco Bell Arlington TIA 25 Date Collected: 9/25/2025 H EAT H SAS S O C I AT E S Time Day the Week: Thursday Time Period: 4:00 PM to 6:00 PM Transport.ar.ion Planning&Engineering Peak Hour: 4:45 PM to 5:45 PM Accesses&Olympic Place NE Olympic PI NE N 181 272 II 1 0 22 149 10 0 • Safeway Plaza Access Autozone Shared Access 15 0 15 ° 143 4 47 5 4 26 171 10 b 6 lo 36 118 � � 0 0 116 210 20 1 1 ° =01AD11 ° II 273 346 r ° Olympic PI NE Safeway Plaza Access Autozone Shared Access Olympic PI NE Olympic PI NE 15 Hourly Interval Start Time Eastbound Westbound Northbound Southbound Minute Totals UT LT T I RT UT LT T I RT UT I LT I T I RT UT LT I T I RT Totals 4:00 PM 0 13 0 15 0 4 1 4 0 34 40 5 0 3 32 3 154 4:15 PM 0 10 1 20 0 3 0 1 0 29 58 8 0 4 35 3 172 4:30 PM 0 10 0 21 0 2 1 2 0 27 46 2 0 1 37 6 155 4:45 PM 0 9 5 27 0 0 3 6 0 36 47 4 0 3 39 6 185 666 5:00 PM 0 14 0 31 0 2 2 1 0 31 52 7 0 2 37 8 187 699 5:15 PM 0 12 0 32 0 2 0 5 0 27 62 4 0 3 45 4 196 723 5:30 PM 0 12 1 28 0 2 0 3 0 22 49 5 0 2 28 4 156 724 5:45 PM 0 10 1 22 0 0 1 1 0 21 40 6 0 1 32 4 139 678 Count Total 0 90 8 196 0 15 8 23 0 227 394 41 0 19 285 38 1344 -- Peak Hour Total 0 47 6 118 0 6 5 15 0 116 210 20 0 10 149 22 724 PHF 0.95 0.72 0.93 0.87 0.92 Heavy Vehicles 0 0 0 1 0 0 0 0 0 0 1 0 0 0 0 0 2 HV% 1 0.0% 0.0% 0.0% 0.8% 0.0% 0.0% 0.0% 0.0% 1 0.0% 0.0% 0.5% 0.0% 1 U 0.0% 0.0% 0.0% 1 0.3% Interval Start Time Heavy Vehicles Pedestrians(Leg) Bicycles(Leg) EB WB I NB I SB Total E W N S Total E W N S Total 4:00 PM 0 0 2 0 2 5 1 0 0 6 0 0 0 0 0 4:15PM 1 1 1 0 3 0 5 0 0 5 0 0 0 0 0 4:30 PM 0 0 1 2 3 2 0 0 0 2 0 1 0 0 1 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:15PM 1 0 1 0 2 1 0 0 0 1 0 0 0 0 0 5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM 0 0 0 0 0 2 0 0 0 2 1 0 0 0 1 Count Total 2 1 5 2 10 10 6 0 0 16 1 1 0 0 2 Peak Hour Total 1 0 1 0 2 1 0 0 0 1 0 0 0 0 0 Peak Hour HV% 0.6% 0.0% 0.3% 0.0% 0.3% Taco Bell Arlington TIA 26 TACO BELL ARLINGTON TRAFFIC IMPACT ANALYSIS APPENDIX ITE Sheets Taco Bell Arlington TIA HeathTraffic.com 27 Fast-Food Restaurant with Drive-Through Window (934) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday Setting/Location: General Urban/Suburban Number of Studies: 68 Avg. 1000 Sq. Ft. GFA: 3 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 448.12 98.89- 1122.37 217.66 Data Plot and Equation x 4,000 X X X 3,000 m >0( w X X X X X 2,000 x x L XX� X X X X x x XX XXX X X X X 1,000 XX X X X XX X X X X XXX X X XX X X X X X X 00 2 4 6 8 X= 1000 Sq. Ft. GFA X Study Site Average Rate Fitted Curve Equation: Not Given Rz=* * Trip Gen Manual, 12th Edition • Institute of Transportation Engineers Taco Bell Arlington TIA 28 Fast-Food Restaurant with Drive-Through Window (934) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 55 Avg. 1000 Sq. Ft. GFA: 4 Directional Distribution: 51% entering, 49% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 33.24 1.05- 115.38 22.70 Data Plot and Equation 400 X X m 300 X a c w a ~ XX u >S( X 200 X X X X X X X X X X X X X X XX X X X 100 XX X � X XX X X X X X X X X X X X XX X X 00 2 4 6 8 X= 1000 Sq. Ft. GFA X Study Site Average Rate Fitted Curve Equation: Not Given Rz=* * Trip Gen Manual, 12th Edition • Institute of Transportation Engineers Taco Bell Arlington TIA 29 Fast-Food Restaurant with Drive-Through Window (934) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies: 139 Avg. 1000 Sq. Ft. GFA: 3 Directional Distribution: 52% entering, 48% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 31.60 8.77- 106.20 16.21 Data Plot and Equation 300 X X m X X X c X w 200 X X X X H X XX X X X X X X XX XXX XX XXx X X X X X X X X X 100 YXX X X X A X X X X X X x X X X XX � X X xX � X X X X X 00 2 4 6 8 X= 1000 Sq. Ft. GFA X Study Site Average Rate Fitted Curve Equation: Not Given Rz=* * Trip Gen Manual, 12th Edition • Institute of Transportation Engineers Taco Bell Arlington TIA 30 TACO BELL ARLINGTON TRAFFIC IMPACT ANALYSIS APPENDIX LOS Sheets Taco Bell Arlington TIA HeathTraffic.com 31 HCM 7th Signalized Intersection Summary Existing PM Peak Hour 1: SR 9 & 204th St NE Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r T t r Traffic Volume(veh/h) 139 393 120 175 285 145 61 436 195 66 359 151 Future Volume(veh/h) 139 393 120 175 285 145 61 436 195 66 359 151 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.98 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1736 1723 1736 1723 1709 1736 1736 1709 1736 1723 1723 1682 Adj Flow Rate,veh/h 153 432 132 192 313 159 67 479 214 73 395 166 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 2 1 2 3 1 1 3 1 2 2 5 Cap,veh/h 290 450 376 222 479 401 83 507 227 90 788 639 Arrive On Green 0.08 0.26 0.26 0.10 0.28 0.28 0.05 0.45 0.45 0.05 0.46 0.46 Sat Flow,veh/h 1654 1723 1437 1641 1709 1432 1654 1119 500 1641 1723 1396 Grp Volume(v),veh/h 153 432 132 192 313 159 67 0 693 73 395 166 Grp Sat Flow(s),veh/h/In 1654 1723 1437 1641 1709 1432 1654 0 1619 1641 1723 1396 Q Serve(g_s),s 10.2 37.6 11.4 12.9 24.5 13.7 6.1 0.0 62.2 6.7 24.5 11.1 Cycle Q Clear(g_c),s 10.2 37.6 11.4 12.9 24.5 13.7 6.1 0.0 62.2 6.7 24.5 11.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.31 1.00 1.00 Lane Grp Cap(c),veh/h 290 450 376 222 479 401 83 0 734 90 788 639 V/C Ratio(X) 0.53 0.96 0.35 0.87 0.65 0.40 0.80 0.00 0.94 0.81 0.50 0.26 Avail Cap(c_a),veh/h 299 453 378 254 506 424 163 0 927 162 986 799 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 38.1 55.3 45.6 40.3 48.2 44.3 71.4 0.0 39.7 71.0 29.0 25.4 Incr Delay(d2),s/veh 1.6 31.8 0.6 23.4 2.8 0.6 16.1 0.0 15.6 15.6 0.5 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 4.4 20.4 4.2 6.7 11.0 5.0 2.9 0.0 26.8 3.2 10.0 3.8 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 39.7 87.2 46.2 63.7 51.0 45.0 87.5 0.0 55.3 86.6 29.5 25.6 LnGrp LOS D F D E D D F E F C C Approach Vol,veh/h 717 664 760 634 Approach Delay,s/veh 69.5 53.2 58.1 35.1 Approach LOS E D E D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc),s 13.3 73.9 20.0 44.7 12.7 74.5 17.2 47.6 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 15.0 87.0 18.0 40.0 15.0 87.0 13.0 45.0 Max Q Clear Time(g_c+ll),s 8.7 64.2 14.9 39.6 8.1 26.5 12.2 26.5 Green Ext Time(p-c),s 0.1 4.7 0.2 0.2 0.1 2.9 0.0 2.4 Intersection Summary HCM 7th Control Delay,s/veh 54.6 HCM 7th LOS D Synchro 12 Report Page 1 Taco Bell Arlington TIA 32 MOVEMENT SUMMARY ®Site: [1] Existing PM (204th St NE & Olympic PI/77th Ave NE) Output produced by SIDRA INTERSECTION Version: 10.0.5.217 New Site Site Category: (None) Roundabout Site Scenario: 1 1 Local Volumes DemandVehicle Movement Performance urn Mov Arrival Deg. Aver. Of .. Number Class Flows Flows Satn Delay Service Queue Qued Stop of Cycles Speed -to Depart South:77th Ave NE 3u U All MCs 1 1.0 1 1.0 0.204 10.0 LOS A 1.2 29.6 0.65 0.64 0.65 23.0 3 L2 All MCs 117 1.0 117 1.0 0.204 8.6 LOS A 1.2 29.6 0.65 0.64 0.65 23.0 8 T1 All MCs 37 1.0 37 1.0 0.204 3.4 LOS A 1.2 29.6 0.65 0.64 0.65 23.2 18 R2 All MCs 23 1.0 23 1.0 0.204 4.8 LOS A 1.2 29.6 0.65 0.64 0.65 23.1 Approach 178 1.0 178 1.0 0.204 7.0 LOS A 1.2 29.6 0.65 0.64 0.65 23.1 East:204th St NE 1 u U All MCs 1 1.0 1 1.0 0.268 9.2 LOS A 1.6 39.8 0.60 0.45 0.60 23.7 1 L2 All MCs 17 1.0 17 1.0 0.268 7.7 LOS A 1.6 39.8 0.60 0.45 0.60 23.7 6 T1 All MCs 191 3.0 191 3.0 0.268 2.7 LOS A 1.6 39.8 0.60 0.45 0.60 23.9 16 R2 All MCs 69 1.0 69 1.0 0.268 3.1 LOS A 1.6 39.8 0.60 0.45 0.60 23.9 Approach 278 2.4 278 2.4 0.268 3.2 LOS A 1.6 39.8 0.60 0.45 0.60 23.9 North:Olympic PI i 7u U All MCs 1 1.0 1 1.0 0.292 9.1 LOS A 1.6 41.6 0.57 0.53 0.57 23.6 7 L2 All MCs 57 1.0 57 1.0 0.292 7.7 LOS A 1.6 41.6 0.57 0.53 0.57 23.6 4 T1 All MCs 59 1.0 59 1.0 0.292 2.5 LOS A 1.6 41.6 0.57 0.53 0.57 23.8 14 R2 All MCs 175 2.0 175 2.0 0.292 3.9 LOS A 1.6 41.6 0.57 0.53 0.57 23.7 Approach 292 1.6 292 1.6 0.292 4.4 LOS A 1.6 41.6 0.57 0.53 0.57 23.7 EL West:204th St N 5u U All MCs 104 3.0 104 3.0 0.509 7.7 LOS A 3.9 98.4 0.43 0.41 0.43 23.5 5 L2 All MCs 258 1.0 258 1.0 0.509 6.1 LOS A 3.9 98.4 0.43 0.41 0.43 23.5 2 T1 All MCs 188 1.0 188 1.0 0.509 1.1 LOS A 3.9 98.4 0.43 0.41 0.43 23.7 12 R2 All MCs 137 1.0 137 1.0 0.509 1.5 LOS A 3.9 98.4 0.43 0.41 0.43 23.7 Approach 687 1.3 687 1.3 0.509 4.0 LOS A 3.9 98.4 0.43 0.41 0.43 23.6 All Vehicles 1435 1.5 1435 1.5 0.509 4.3 LOS A 3.9 98.4 0.52 0.47 0.52 23.6 Site Level of Service(LOS)Method: Delay&Degree of Saturation(SIDRA).Site LOS Method is specified in the Parameter Settings dialog(Options tab). Roundabout LOS Method:Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. Intersection and Approach LOS values are based on average delay for all movements(v/c not used). Roundabout Capacity Model:SIDRA HCM. Delay Model:SIDRA Standard(Control Delay:Geometric Delay is included). Queue Model:SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula:SIDRA Standard(Akgelik M3D). HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. Taco Bell Arlington TIA 33 SITE LAYOUT 7 Site: [1] Existing PM (204th St NE & Olympic PI/77th Ave NE) New Site Site Category: (None) Roundabout Site Scenario: 1 1 Local Volumes Layout pictures are schematic functional drawings reflecting input data.They are not design drawings. s u p E 2 0 JN R 204th St NE 70 _, 1 120a 120 ri 70 204th St NE 11- 1 w z w } a L f� n SIDRA INTERSECTION 10.0 I Copyright©2000-2025 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:HEATH&ASSOCIATES I Licence:PLUS/1 PC I Created:Tuesday,October 21,2025 11:56:12 AM Project: C:\Users\LucasMaulin\Heath and Associates\Office Access-Documents\Project Files\Taco Bell-Arlington-5640\5-Analysis\Sidra \LM.sipx Taco Bell Arlington TIA 34 HCM 7th TWSC Existing PM Peak Hour 3: 204th St NE & Pvt dwy Intersection Int Delay,s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 T Y Traffic Vol,veh/h 2 243 252 3 3 3 Future Vol,veh/h 2 243 252 3 3 3 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 98 98 98 98 98 98 Heavy Vehicles, % 1 2 3 1 1 33 Mvmt Flow 2 248 257 3 3 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 260 0 0 511 259 Stage 1 - - - - 259 - Stage 2 - 252 - Critical Hdwy 4.11 6.41 6.53 Critical Hdwy Stg 1 - 5.41 - Critical Hdwy Stg 2 - 5.41 - Follow-up Hdwy 2.209 3.509 3.597 Pot Cap-1 Maneuver 1310 525 710 Stage 1 - 787 - Stage 2 - - 792 - Platoon blocked, % Mov Cap-1 Maneuver 1310 524 710 Mov Cap-2 Maneuver - 524 - Stage 1 - - 785 Stage 2 792 Approach EB WB SB HCM Ctrl Dly,s/v 0.06 0 11.03 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 15 - - 603 HCM Lane V/C Ratio 0.002 - 0.01 HCM Ctrl Dly(s/v) 7.8 0 - 11 HCM Lane LOS A A B HCM 95th%tile Q(veh) 0 0 Synchro 12 Report Page 1 Taco Bell Arlington TIA 35 HCM 7th TWSC Existing PM Peak Hour 4: Olympic PI & Pvt dwy Intersection Int Delay,s/veh 5.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 +T+ +T+ +T+ Traffic Vol,veh/h 47 6 118 6 5 15 116 210 20 10 149 22 Future Vol,veh/h 47 6 118 6 5 15 116 210 20 10 149 22 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 1 1 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None - None Storage Length Veh in Median Storage,# 0 0 0 0 Grade,% 0 0 0 0 Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 51 7 128 7 5 16 126 228 22 11 162 24 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 679 699 174 679 700 240 186 0 0 251 0 0 Stage 1 196 196 - 492 492 - - - - - - - Stage 2 483 503 - 187 208 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 4.11 - Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - - - - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 2.209 Pot Cap-1 Maneuver 367 365 872 367 365 801 1395 1320 Stage 1 808 741 - 560 549 - - - Stage 2 567 543 - 817 732 - - - Platoon blocked, % Mov Cap-1 Maneuver 314 323 872 272 323 800 1395 1319 Mov Cap-2 Maneuver 314 323 - 272 323 - - - Stage 1 801 734 501 491 Stage 2 491 485 684 725 Approach EB WB NB SB HCM Ctrl Dly,s/v 14.51 13.3 2.63 0.43 HCM LOS B B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity(veh/h) 593 - 563 462 97 HCM Lane V/C Ratio 0.09 - 0.33 0.061 0.008 HCM Ctrl Dly(s/v) 7.8 0 14.5 13.3 7.8 0 HCM Lane LOS A A B B A A HCM 95th%tile Q(veh) 0.3 1.4 0.2 0 Synchro 12 Report Page 1 Taco Bell Arlington TIA 36 HCM 7th Signalized Intersection Summary Forecast 2028 PM Peak Hour 1: SR 9 & 204th St NE Without Project --* --10- --* 4,- 4-- 4\ t `► 1 A/ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t if T+ t r Traffic Volume(veh/h) 153 433 132 193 314 160 67 480 215 73 396 166 Future Volume(veh/h) 153 433 132 193 314 160 67 480 215 73 396 166 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.98 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1736 1723 1736 1723 1709 1736 1736 1709 1736 1723 1723 1682 Adj Flow Rate,veh/h 168 476 145 212 345 176 74 527 236 80 435 182 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 2 1 2 3 1 1 3 1 2 2 5 Cap,veh/h 262 479 399 187 503 422 90 528 236 82 806 653 Arrive On Green 0.07 0.28 0.28 0.09 0.29 0.29 0.05 0.47 0.47 0.05 0.47 0.47 Sat Flow,veh/h 1654 1723 1437 1641 1709 1432 1654 1118 501 1641 1723 1396 Grp Volume(v),veh/h 168 476 145 212 345 176 74 0 763 80 435 182 Grp Sat Flow(s),veh/h/In 1654 1723 1437 1641 1709 1432 1654 0 1619 1641 1723 1396 Q Serve(g_s),s 13.0 49.6 14.6 16.0 32.1 17.8 8.0 0.0 84.7 8.8 32.4 14.4 Cycle Q Clear(g_c),s 13.0 49.6 14.6 16.0 32.1 17.8 8.0 0.0 84.7 8.8 32.4 14.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.31 1.00 1.00 Lane Grp Cap(c),veh/h 262 479 399 187 503 422 90 0 764 82 806 653 V/C Ratio(X) 0.64 0.99 0.36 1.13 0.69 0.42 0.82 0.00 1.00 0.98 0.54 0.28 Avail Cap(c_a),veh/h 262 479 399 187 503 422 138 0 764 82 806 653 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 45.6 64.9 52.2 54.9 56.1 51.1 84.3 0.0 47.4 85.4 34.1 29.3 Incr Delay(d2),s/veh 5.2 39.7 0.6 105.3 3.8 0.7 20.4 0.0 32.0 90.8 0.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 9.9 35.8 9.3 18.0 20.9 10.8 7.0 0.0 50.1 9.7 19.6 8.7 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 50.8 104.6 52.8 160.2 60.0 51.7 104.7 0.0 79.5 176.2 34.8 29.5 LnGrp LOS D F D F E D F E F C C Approach Vol,veh/h 789 733 837 697 Approach Delay,s/veh 83.6 87.0 81.7 49.7 Approach LOS F F F D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc),s 14.0 90.0 21.0 55.0 14.8 89.2 18.0 58.0 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 9.0 85.0 16.0 50.0 15.0 79.0 13.0 53.0 Max Q Clear Time(g_c+ll),s 10.8 86.7 18.0 51.6 10.0 34.4 15.0 34.1 Green Ext Time(p-c),s 0.0 0.0 0.0 0.0 0.1 3.3 0.0 2.7 Intersection Summary HCM 7th Control Delay,s/veh 76.1 HCM 7th LOS E Synchro 12 Report Page 1 Taco Bell Arlington TIA 37 MOVEMENT SUMMARY ®Site: [1 (2)] Forecats 2028 PM Peak Hour Without Project (204th St NE & Olympic PI/77th Ave NE) Output produced by SIDRA INTERSECTION Version: 10.0.5.217 New Site Site Category: (None) Roundabout Site Scenario: 1 1 Local Volumes Vehicle Movement Performance Mov Turn Mov Demand Arrival Aver. Levelof 95%Back Of .. . Eff. Number Aver. ID Class Flows Flows Satn Delay Service Queue Qued Stop . TotalTotal .. South:77th Ave NE 3u U All MCs 1 11 1 1.0 0.241 10.6 LOS B 1.5 36.8 0.71 0.67 0.71 22.9 3 L2 All MCs 128 1.0 128 1.0 0.241 9.1 LOS A 1.5 36.8 0.71 0.67 0.71 22.9 8 T1 All MCs 41 1.0 41 1.0 0.241 4.0 LOS A 1.5 36.8 0.71 0.67 0.71 23.1 18 R2 All MCs 25 1.0 25 1.0 0.241 5.3 LOS A 1.5 36.8 0.71 0.67 0.71 23.0 Approach 196 1.0 196 1.0 0.241 7.6 LOS A 1.5 36.8 0.71 0.67 0.71 22.9 East:204th St NE ■ ■ 1 u U All MCs 1 1.0 1 1.0 0.310 9.7 LOS A 1.9 48.6 0.66 0.51 0.66 23.7 1 L2 All MCs 20 1.0 20 1.0 0.310 8.1 LOS A 1.9 48.6 0.66 0.51 0.66 23.7 6 T1 All MCs 209 3.0 209 3.0 0.310 3.2 LOS A 1.9 48.6 0.66 0.51 0.66 23.8 16 R2 All MCs 77 1.0 77 1.0 0.310 3.5 LOS A 1.9 48.6 0.66 0.51 0.66 23.8 Approach 307 2.4 307 2.4 0.310 3.6 LOS A 1.9 48.6 0.66 0.51 0.66 23.8 North: Olympic PI 7u U All MCs 1 1.0 1 1.0 0.336 9.5 LOS A 2.0 50.1 0.62 0.56 0.62 23.5 7 L2 All MCs 64 1.0 64 1.0 0.336 8.0 LOS A 2.0 50.1 0.62 0.56 0.62 23.5 4 T1 All MCs 65 1.0 65 1.0 0.336 2.9 LOS A 2.0 50.1 0.62 0.56 0.62 23.7 14 R2 All MCs 193 2.0 193 2.0 0.336 4.3 LOS A 2.0 50.1 0.62 0.56 0.62 23.6 Approach 323 1.6 323 1.6 0.336 4.8 LOS A 2.0 50.1 0.62 0.56 0.62 23.6 ■ West:204th St N 5u U All MCs 115 3.0 115 3.0 0.568 7.9 LOS A 4.7 119.4 0.49 0.43 0.49 23.5 5 L2 All MCs 284 1.0 284 1.0 0.568 6.3 LOS A 4.7 119.4 0.49 0.43 0.49 23.5 2 T1 All MCs 207 1.0 207 1.0 0.568 1.2 LOS A 4.7 119.4 0.49 0.43 0.49 23.6 12 R2 All MCs 151 1.0 151 1.0 0.568 1.7 LOS A 4.7 119.4 0.49 0.43 0.49 23.6 Approach 757 1.3 757 1.3 0.568 4.2 LOS A 4.7 119.4 0.49 0.43 0.49 23.5 All Vehicles mom 1583 1.5 1583 1.5 0.568 4.6 LOS A 4.7 119.4 0.58 0.50 0.58 23. Site Level of Service(LOS)Method: Delay&Degree of Saturation(SIDRA).Site LOS Method is specified in the Parameter Settings dialog(Options tab). Roundabout LOS Method:Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. Intersection and Approach LOS values are based on average delay for all movements(v/c not used). Roundabout Capacity Model:SIDRA HCM. Delay Model:SIDRA Standard(Control Delay:Geometric Delay is included). Queue Model:SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula:SIDRA Standard(Akgelik M3D). HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. Taco Bell Arlington TIA 38 SITE LAYOUT V Site: [1 (2)] Forecats 2028 PM Peak Hour Without Project (204th St NE & Olympic PI/77th Ave NE) New Site Site Category: (None) Roundabout Site Scenario: 1 1 Local Volumes Layout pictures are schematic functional drawings reflecting input data.They are not design drawings. s CL 0 E r 0 JN R 204th St NE 70 r ®1 (2) 120a �• ,� F120 70 204th St NE y 11 ii w z v a' L N h n SIDRA INTERSECTION 10.0 1 Copyright©2000-2025 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:HEATH&ASSOCIATES I Licence:PLUS/1 PC I Created:Tuesday,October 21,2025 1:37:34 PM Project: C:\Users\LucasMaulin\Heath and Associates\Office Access-Documents\Project Files\Taco Bell-Arlington-5640\5-Analysis\Sidra \LM.sipx Taco Bell Arlington TIA 39 HCM 7th TWSC Forecast 2028 PM Peak Hour 3: 204th St NE & Pvt dwy Without Project Intersection Int Delay,s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations *' '+ Y Traffic Vol,veh/h 2 268 278 3 3 3 Future Vol,veh/h 2 268 278 3 3 3 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 98 98 98 98 98 98 Heavy Vehicles, % 1 2 3 1 1 33 Mvmt Flow 2 273 284 3 3 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 287 0 0 563 285 Stage 1 - - - - 285 - Stage 2 - 278 - Critical Hdwy 4.11 6.41 6.53 Critical Hdwy Stg 1 - 5.41 - Critical Hdwy Stg 2 - 5.41 - Follow-up Hdwy 2.209 3.509 3.597 Pot Cap-1 Maneuver 1281 489 686 Stage 1 - 766 - Stage 2 - - 772 - Platoon blocked, % Mov Cap-1 Maneuver 1281 488 686 Mov Cap-2 Maneuver - 488 - Stage 1 - - 764 Stage 2 772 Approach EB WB SB HCM Ctrl Dly,s/v 0.06 0 11.38 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 13 - - 570 HCM Lane V/C Ratio 0.002 - 0.011 HCM Ctrl Dly(s/v) 7.8 0 - 11.4 HCM Lane LOS A A B HCM 95th%tile Q(veh) 0 0 Synchro 12 Report Page 1 Taco Bell Arlington TIA 40 HCM 7th TWSC Forecast 2028 PM Peak Hour 4: Olympic PI & Pvt dwy Without Project Intersection Int Delay,s/veh 5.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4,- 4 +T+ 4 Traffic Vol,veh/h 52 7 130 7 6 17 128 231 22 11 164 24 Future Vol,veh/h 52 7 130 7 6 17 128 231 22 11 164 24 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 1 1 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None - None Storage Length Veh in Median Storage,# 0 0 0 0 Grade,% 0 0 0 0 Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 57 8 141 8 7 18 139 251 24 12 178 26 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 748 769 191 748 771 264 204 0 0 276 0 0 Stage 1 215 215 - 542 542 - - - - - - - Stage 2 533 554 - 206 228 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 4.11 - Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - - - - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 2.209 Pot Cap-1 Maneuver 330 333 853 330 332 777 1373 1293 Stage 1 789 726 - 526 522 - - - Stage 2 533 515 - 798 717 - - - Platoon blocked, % Mov Cap-1 Maneuver 275 289 853 234 289 776 1373 1292 Mov Cap-2 Maneuver 275 289 - 234 289 - - - Stage 1 781 719 463 459 Stage 2 451 453 652 710 Approach EB WB NB SB HCM Ctrl Dly,s/v 16.49 14.46 2.66 0.43 HCM LOS C B Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity(veh/h) 594 - 517 413 97 HCM Lane V/C Ratio 0.101 - 0.398 0.079 0.009 HCM Ctrl Dly(s/v) 7.9 0 16.5 14.5 7.8 0 HCM Lane LOS A A C B A A HCM 95th%tile Q(veh) 0.3 1.9 0.3 0 Synchro 12 Report Page 1 Taco Bell Arlington TIA 41 HCM 7th Signalized Intersection Summary Forecast 2028 PM Peak Hour 1: SR 9 & 204th St NE With Project --* --10- --* 4,- 4-- 4\ t 1* `- 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations t r t r T+ t r Traffic Volume(veh/h) 153 438 132 195 318 162 67 480 217 75 396 166 Future Volume(veh/h) 153 438 132 195 318 162 67 480 217 75 396 166 Initial Q(Qb),veh 0 0 0 0 0 0 0 0 0 0 0 0 Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 1.00 1.00 0.98 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow,veh/h/In 1736 1723 1736 1723 1709 1736 1736 1709 1736 1723 1723 1682 Adj Flow Rate,veh/h 168 481 145 214 349 178 74 527 238 82 435 182 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 1 2 1 2 3 1 1 3 1 2 2 5 Cap,veh/h 260 479 399 186 503 422 90 526 238 82 806 653 Arrive On Green 0.07 0.28 0.28 0.09 0.29 0.29 0.05 0.47 0.47 0.05 0.47 0.47 Sat Flow,veh/h 1654 1723 1437 1641 1709 1432 1654 1115 504 1641 1723 1396 Grp Volume(v),veh/h 168 481 145 214 349 178 74 0 765 82 435 182 Grp Sat Flow(s),veh/h/In 1654 1723 1437 1641 1709 1432 1654 0 1618 1641 1723 1396 Q Serve(g_s),s 13.0 50.0 14.6 16.0 32.6 18.0 8.0 0.0 85.0 9.0 32.4 14.4 Cycle Q Clear(g_c),s 13.0 50.0 14.6 16.0 32.6 18.0 8.0 0.0 85.0 9.0 32.4 14.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.31 1.00 1.00 Lane Grp Cap(c),veh/h 260 479 399 186 503 422 90 0 764 82 806 653 V/C Ratio(X) 0.65 1.01 0.36 1.15 0.69 0.42 0.82 0.00 1.00 1.00 0.54 0.28 Avail Cap(c_a),veh/h 260 479 399 186 503 422 138 0 764 82 806 653 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay(d),s/veh 45.7 65.0 52.2 55.7 56.3 51.2 84.3 0.0 47.5 85.5 34.1 29.3 Incr Delay(d2),s/veh 5.5 42.4 0.6 112.7 4.1 0.7 20.4 0.0 32.8 99.2 0.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/In 10.0 36.6 9.3 18.5 21.2 11.0 7.0 0.0 50.4 10.1 19.6 8.7 Unsig. Movement Delay,s/veh LnGrp Delay(d),s/veh 51.2 107.4 52.8 168.5 60.4 51.8 104.7 0.0 80.3 184.7 34.8 29.5 LnGrp LOS D F D F E D F F F C C Approach Vol,veh/h 794 741 839 699 Approach Delay,s/veh 85.6 89.5 82.4 51.0 Approach LOS F F F D Timer-Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc),s 14.0 90.0 21.0 55.0 14.8 89.2 18.0 58.0 Change Period(Y+Rc),s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting(Gmax),s 9.0 85.0 16.0 50.0 15.0 79.0 13.0 53.0 Max Q Clear Time(g_c+ll),s 11.0 87.0 18.0 52.0 10.0 34.4 15.0 34.6 Green Ext Time(p-c),s 0.0 0.0 0.0 0.0 0.1 3.3 0.0 2.7 Intersection Summary HCM 7th Control Delay,s/veh 77.8 HCM 7th LOS E Synchro 12 Report Page 1 Taco Bell Arlington TIA 42 MOVEMENT SUMMARY ®Site: [1 (3)] Forecats 2028 PM Peak Hour With Project (204th St NE & Olympic PI/77th Ave NE) Output produced by SIDRA INTERSECTION Version: 10.0.5.217 New Site Site Category: (None) Roundabout Site Scenario: 1 1 Local Volumes Vehicle Movement Performance Mov Turn Mov Demand Arrival Aver. Levelof 95%Back Of .. . Eff. Number Aver. ID Class Flows Flows Satn Delay Service Queue Qued Stop . TotalTotal .. South:77th Ave NE 3u U All MCs 1 11 1 1.0 0.243 10.6 LOS B 1.5 37.4 0.72 0.68 0.72 22.9 3 L2 All MCs 128 1.0 128 1.0 0.243 9.2 LOS A 1.5 37.4 0.72 0.68 0.72 22.9 8 T1 All MCs 41 1.0 41 1.0 0.243 4.0 LOS A 1.5 37.4 0.72 0.68 0.72 23.0 18 R2 All MCs 25 1.0 25 1.0 0.243 5.4 LOS A 1.5 37.4 0.72 0.68 0.72 23.0 Approach 196 1.0 196 1.0 0.243 7.6 LOS A 1.5 37.4 0.72 0.68 0.72 22.9 East:204th St NE . 1 u U All MCs 1 1.0 1 1.0 0.314 9.7 LOS A 1.9 49.6 0.67 0.52 0.67 23.6 1 L2 All MCs 20 1.0 20 1.0 0.314 8.1 LOS A 1.9 49.6 0.67 0.52 0.67 23.7 6 T1 All MCs 212 3.0 212 3.0 0.314 3.2 LOS A 1.9 49.6 0.67 0.52 0.67 23.8 16 R2 All MCs 77 1.0 77 1.0 0.314 3.6 LOS A 1.9 49.6 0.67 0.52 0.67 23.8 Approach 309 2.4 309 2.4 0.314 3.6 LOS A 1.9 49.6 0.67 0.52 0.67 23.8 North: Olympic PI 7u U All MCs 1 1.0 1 1.0 0.343 9.5 LOS A 2.0 51.5 0.62 0.56 0.62 23.5 7 L2 All MCs 64 1.0 64 1.0 0.343 8.1 LOS A 2.0 51.5 0.62 0.56 0.62 23.5 4 T1 All MCs 65 1.0 65 1.0 0.343 2.9 LOS A 2.0 51.5 0.62 0.56 0.62 23.7 14 R2 All MCs 199 2.0 199 2.0 0.343 4.3 LOS A 2.0 51.5 0.62 0.56 0.62 23.6 Approach 329 1.6 329 1.6 0.343 4.8 LOS A 2.0 51.5 0.62 0.56 0.62 23.6 ■ West:204th St N 5u U All MCs 115 3.0 115 3.0 0.576 7.9 LOS A 4.8 122.4 0.50 0.43 0.50 23.5 5 L2 All MCs 292 1.0 292 1.0 0.576 6.3 LOS A 4.8 122.4 0.50 0.43 0.50 23.5 2 T1 All MCs 209 1.0 209 1.0 0.576 1.3 LOS A 4.8 122.4 0.50 0.43 0.50 23.6 12 R2 All MCs 151 1.0 151 1.0 0.576 1.7 LOS A 4.8 122.4 0.50 0.43 0.50 23.6 Approach 766 1.3 766 1.3 0.576 4.3 LOS A 4.8 122.4 0.50 0.43 0.50 23.5 All Vehicles mom 1601 1.5 1601 1.5 0.576 4.7 LOS A 4.8 122.4 0.58 0.50 0.58 23. Site Level of Service(LOS)Method: Delay&Degree of Saturation(SIDRA).Site LOS Method is specified in the Parameter Settings dialog(Options tab). Roundabout LOS Method:Same as Signalised Intersections. Vehicle movement LOS values are based on average delay and v/c ratio(degree of saturation)per movement. Intersection and Approach LOS values are based on average delay for all movements(v/c not used). Roundabout Capacity Model:SIDRA HCM. Delay Model:SIDRA Standard(Control Delay:Geometric Delay is included). Queue Model:SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula:SIDRA Standard(Akgelik M3D). HV(%)values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. Taco Bell Arlington TIA 43 SITE LAYOUT V Site: [1 (3)] Forecats 2028 PM Peak Hour With Project (204th St NE & Olympic PI/77th Ave NE) New Site Site Category: (None) Roundabout Site Scenario: 1 1 Local Volumes Layout pictures are schematic functional drawings reflecting input data.They are not design drawings. s CL 0 E r 0 JN 't 204th St NE 70 r ®1 (3) 120 F>lzo 70 204th St NE y 11 ii w z v a' L N h n SIDRA INTERSECTION 10.0 1 Copyright©2000-2025 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation:HEATH&ASSOCIATES I Licence:PLUS/1 PC I Created:Tuesday,October 21,2025 1:38:40 PM Project: C:\Users\LucasMaulin\Heath and Associates\Office Access-Documents\Project Files\Taco Bell-Arlington-5640\5-Analysis\Sidra \LM.sipx Taco Bell Arlington TIA 44 HCM 7th TWSC Forecast 2028 PM Peak Hour 3: 204th St NE & Pvt dwy With Project Intersection Int Delay,s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4' T Y Traffic Vol,veh/h 5 267 276 7 6 7 Future Vol,veh/h 5 267 276 7 6 7 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 98 98 98 98 98 98 Heavy Vehicles, % 1 2 3 1 1 33 Mvmt Flow 5 272 282 7 6 7 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 289 0 0 568 285 Stage 1 - - - - 285 - Stage 2 - 283 - Critical Hdwy 4.11 6.41 6.53 Critical Hdwy Stg 1 - 5.41 - Critical Hdwy Stg 2 - 5.41 - Follow-up Hdwy 2.209 3.509 3.597 Pot Cap-1 Maneuver 1279 486 686 Stage 1 - 766 - Stage 2 - - 768 - Platoon blocked, % Mov Cap-1 Maneuver 1279 484 686 Mov Cap-2 Maneuver - 484 - Stage 1 - - 762 Stage 2 768 Approach EB WB SB HCM Ctrl Dly,s/v 0.14 0 11.41 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity(veh/h) 33 - - 575 HCM Lane V/C Ratio 0.004 - 0.023 HCM Ctrl Dly(s/v) 7.8 0 - 11.4 HCM Lane LOS A A B HCM 95th%tile Q(veh) 0 0.1 Synchro 12 Report Page 1 Taco Bell Arlington TIA 45 HCM 7th TWSC Forecast 2028 PM Peak Hour 4: Olympic PI & Pvt dwy With Project Intersection Int Delay,s/veh 6.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4;� 4 4 +T+ Traffic Vol,veh/h 52 7 130 21 6 30 128 223 37 26 156 24 Future Vol,veh/h 52 7 130 21 6 30 128 223 37 26 156 24 Conflicting Peds,#/hr 0 0 0 0 0 0 0 0 1 1 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized None None - None - None Storage Length Veh in Median Storage,# 0 0 0 0 Grade,% 0 0 0 0 Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1 Mvmt Flow 57 8 141 23 7 33 139 242 40 28 170 26 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 763 801 183 772 794 264 196 0 0 284 0 0 Stage 1 239 239 - 542 542 - - - - - - - Stage 2 524 562 - 230 252 - - - Critical Hdwy 7.11 6.51 6.21 7.11 6.51 6.21 4.11 4.11 - Critical Hdwy Stg 1 6.11 5.51 - 6.11 5.51 - - - Critical Hdwy Stg 2 6.11 5.51 - 6.11 5.51 - - - - Follow-up Hdwy 3.509 4.009 3.309 3.509 4.009 3.309 2.209 2.209 Pot Cap-1 Maneuver 322 319 862 318 322 778 1383 1284 Stage 1 766 709 - 527 522 - - - Stage 2 538 511 - 775 700 - - - Platoon blocked, % Mov Cap-1 Maneuver 260 273 862 222 276 777 1383 1283 Mov Cap-2 Maneuver 260 273 - 222 276 - - - Stage 1 747 692 463 459 Stage 2 448 449 625 683 Approach EB WB NB SB HCM Ctrl Dly,s/v 17.06 16.74 2.6 0.99 HCM LOS C C Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity(veh/h) 577 - 502 368 221 HCM Lane V/C Ratio 0.101 - 0.409 0.168 0.022 HCM Ctrl Dly(s/v) 7.9 0 17.1 16.7 7.9 0 HCM Lane LOS A A C C A A HCM 95th%tile Q(veh) 0.3 2 0.6 0.1 Synchro 12 Report Page 1 Taco Bell Arlington TIA 46 TACO BELL ARLINGTON TRAFFIC IMPACT ANALYSIS APPENDIX LT Warrant Taco Bell Arlington TIA HeathTraffic.com 47 • 1 • • • • • oil i mamma- KEY: Below curve, storage not needed for capacity 1,10Q Above curve, further analysis recommended. * DHV is total volume from both directions 1,000, **Speeds are posted speeds Forecast 2028 PM Peak Hour With Promec Olympic PI &Access 900 Total DHV: •4 vph Left Turn %: • ., = . . PostedSpeed: 800 Left Turn Lane: Not Warranted �v 0 H 700 40 mph** so mph** 400 60 mph** AL Wr � � 0 5 10 15 20 25 % Total DHV Turning Left (single turning movement) TACO BELL ARLINGTON TRAFFIC IMPACT ANALYSIS APPENDIX Interlocal Agreement Taco Bell Arlington TIA HeathTraffic.com 49 Snohomish County Key Intersection i E 1st St • TIA Study Intersection Q Project Site ; d m i Q > City Limits _N m E i o y ri � y 10 i ----------------`----- ---�i �---------------------- E Highland Dr y 477 --I i 2% 4% I I ---- ---- Q ryo��N ST NE 371 ^ 2% I 10% 4% i I 6% I � I • 10% Rai 6% 20% 204T 25% i-------- aele�g o 5% I 8% 15% `I 1 I j 453 i T I ! m I �, I I SR 9 i i TACO BELL ARLINGTON HEATH ASSOCIATES Snohomish County Interlocal Agreement Tianspur[a[iun Planning&Engineering Project Trip Distribution Taco Bell Arlington TIA 50 Snohomish County Trip Assignment Project: Taco Bell Arlington Analyst: Heath &Associates Net New Primary Trips Date: 10/22/2025 In Out Total AM Peak Hour 20 18 38 PM Peak Hour 18 15 33 Trip Distribution SnoColD Name EBL EBT EBR WBL JWBT WBR NBL NBT NBR SBL SBT SBR 371 Burn Rd/207th St 4% 4% 4% 4% 453 Cemetery Rd/200th PI 6% 6% AM Peak Hour Trip Assignment ID Name EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 371 Burn Rd/207th St 1 1 1 1 453 Cemetery Rd/200th PI 1 1 PM Peak Hour Trip Assignment ID Name EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 371 Burn Rd/207th St 1 1 1 1 453 Cemetery Rd/200th PI 1 1 Taco Bell Arlington TIA 51 TACO BELL ARLINGTON TRAFFIC IMPACT ANALYSIS APPENDIX Snohomish County Interlocal Agreement Taco Bell Arlington TIA HeathTraffic.com 52 December 2006 Version Snohomish County Traffic Worksheet and Traffic Study Requirements for Developments in the City of Arlington Snohomish County government,through an interlocal agreement(ILA)with the City of Arlington,may request traffic mitigation measures from any new development in the city that impacts roads in the unincorporated county. The City will impose the requested mitigation to the extent that the City determines that the mitigation is reasonably related to the impacts of the development. To determine the impacts, and to determine reasonable mitigation measures,the City of Arlington requires a traffic study from any development in the city that may have impacts on county roads. This `traffic study' may be as simple as completing sections one and two of the county traffic worksheet below, or having a professional traffic engineer conduct a formal traffic study consistent with the requirements in section three below. • If a development generates less than ten peak-hour trips and the applicant chooses Option A for mitigation payment(standard payment by percent of county impact fee),then the applicant will generally only have to fill out the first two sections of this traffic worksheet and complete a mitigation offer(see section four). • However, if a development generates more than ten peak-hour trips,or if the applicant chooses Option B for mitigation payment(comprehensive impact analysis),then the applicant will have to fill out the first section of this worksheet, complete a separate traffic study consistent with the requirements in section three, and complete a mitigation offer(see Section Four). • Applicants should submit all documents to the City as part of their initial submittal. • Traffic study requirements for impacts on county roads are based on the County's traffic mitigation ordinance(Chapter 30.6613)and the city/county ILA.At the end of this document find references to the county contacts and county web site(sources for may of the documents related to traffic mitigation). • Following review of the documents submitted,the County may request supplemental information and analysis as necessary to determine the impacts of the development in accordance with the city/county ILA. The City will require the proposed development to submit the supplemental information and analysis to the extent that the City determines that it is necessary to determine the impacts of the development. Section One (1)Worksheet General Information 1. Name of Proposed Development Taco Bell City Development File Number(if known) 2. Name,Address and Phone Number of Applicant Fletcher Boll, Northwest Restaurants, Inc. 18815 139th Ave NE, Suite C, Woodinville, WA 98072 3. Development Site Address Tax parcel 00847300000200 4. Is it a residential or commercial development? Commercial 5. Description of Development(size and specific type) 2,235 square foot fast-food restaurant 6. How many new vehicle trips are expected to be generated by the proposed development? (For many common types of developments this information can be provided by the city or the county. For more complex developments trip generation may have to be determined under section three below) 38 AM Peak Hour 33 PM Peak Hour 476 Average Daily Trips (ADT) 7. Proportionate Share Impact Mitigation: All applicants have two options in determining the amount of their traffic mitigation payment: For determining the amount based on a percentage of the county fee go to section two. X For determining the amount based on a comprehensive traffic study go to section three. Page 1 of 3,County Traffic Worksheet for Developments in Arlington Taco Bell Arlington TIA 53 Section Two (2) Proportionate Share Determined by Percentage of County Impact Fee 2(a) Calculation of Payment Amount 1. Standard default estimated 2. Other Percentage: (Note: See author's percentage of trips impacting or qualifications in section three below.) Estimated county roads 70 p percentage of trips impacting county roads from �0 attached trip distribution: 3. Development New Average Daily Trip Generation(ADT) 4. Type of Development(Residential or Commercial) 5. County Commercial Fee Rate$ 6. County Residential Fee Rate$ (Note: Consistent with county code and the ILA,developments pay the rate in effect at the time of their submittal. As of 2/l/06 the rates were$206 for commercial developments and$242 for residential developments. Through ordinance,the County Council can change these rates at any time,so consult with the County or look at Snohomish County Code 30.66B.330 to find the latest fee rates.) 7. Calculation of Proportionate Share Impact Mitigation x x = $ #1 or#2 above: #3 above: #5 or#6 above: proportionate share %of trips ADT Fee Rate mitigating payment 2(b) Determining whether or not an additional traffic study is necessary Will the development generate more than 10 peak-hour trips or are there other impacts that need to be addressed(e.g., level of service, safety, or access and circulation) No. Skip section three and go to section four. X Yes. Read the introduction to section three and skip to section 3(b). Section Three (3) Traffic Study Requirements Introduction: This section outlines requirements for traffic studies for impacts on County roads. If an applicant chooses (or is required)to complete a traffic study,then it should be submitted along with this worksheet and a mitigation offer. (Note on Author's Qualifications: A traffic study under this section must be conducted by an engineer licensed to practice in the state of Washington with special training and experience in traffic engineering and,preferably,membership in the institute of transportation engineers. For individuals/firms not on the City's approved list,the developer will provide,with the traffic study,the credentials of the individual or firm performing the traffic study certifying compliance with these qualifications.) 3(a)Proportionate share impact mitigation based on comprehensive traffic study 1. Development's Trip Generation and Distribution. Determine the PM peak-hour trip generation and distribution for the development consistent with Section 3(b)below. See attached reap & table 2. Impacted Improvements. Determine which of the road sections with planned improvements in the county's impact fee cost basis(Transportation Needs Report Appendix D)are impacted by three or more development-generated directional PM peak hour trips(PM PHT). NO TNR facilities Impacted 3. Current Counts.For each impacted improvement,provide current traffic counts to determine the PM PHT. 4. Reserve Capacity. Determine"reserve capacity"for each impacted improvement by subtracting the current PM PHT from the maximum service volume (MSV) for the existing facility. Reserve capacity is set to zero if current PM PHT exceeds the MSV. For MSVs see County DPW Rule 4224. 5. New Capacity.New capacity is the incremental increase in PHT that could be accommodated with the planned improvement. Determine the new capacity of each impacted improvement by subtracting the current MSV from the future MSV after the improvement. 6. Chargeable Capacity. For each impacted improvement, add the reserve capacity to the new capacity. 7. Final Adjusted Cost. Find the cost of each impacted improvement and make any adjustments used by the County for tax credits (see Transportation Needs Report Appendix D). 8. Capacity Cost per Peak-Hour Trip. For each impacted improvement,determine the capacity cost per PM PHT by dividing the final adjusted improvement cost by the chargeable capacity. 9. Traffic Impacts. From step one above,take the total number of PM PHT(in both directions)impacting each planned improvement. 10. Proportionate Share. For each impacted improvement, determine the proportionate share impact mitigation by multiplying the capacity cost per peak-hour trip by the number of PM PHT impacting the improvement. Page 2 of 3,County Traffic Worksheet for Developments in Arlington Taco Bell Arlington TIA 54 3(b)Trip Generation and AM and PM Peak Hour Trip Distribution and Assignment Calculate AM, PM and Daily trip generation consistent with the ITE Trip Generation Handbook and Snohomish County Public Works Rule 4220. Determine the trip distribution and assignments consistent with the County's document titled"Format for Trip Distributions"(available at County web site, see below). ■ Within the developments transportation service area(TSA)the distributions will be carried out to each key intersection at which the approach or departure volumes on any leg have three (3)or more peak hour trips. Get the most current list of key intersections on the web site described below. Trips should be distributed onto the road system as it is expected to be in six years. ■ The distribution should be a schematic map showing the broad distributions of trips in terms of percentages on different roads. Show all City boundaries. ■ The assignment should be a schematic map with the impacted key intersections identified by ID#and turning movements for each shown in separate diagrams on the same page or on different pages. The assignment should also be presented in tabular form listing each intersection by intersection ID#, and the number of trips at each movement. 3(c) Additional Analysis for Developments Generating More Than Fifty (50)Peak Hour Trips For large developments(i.e.,those generating more than 50 peak-hour trips),the County may request mitigation for impacts on the level of service of County roads, documented safety locations(the County calls such locations"inadequate road conditions"or"IRCs"), and access or circulation. The traffic study requirements below are intended to disclose impacts. Based on this information the County may request through the City that the applicant provide additional information showing possible mitigation measures. If any off-site improvements were needed for mitigation the County would work with the applicant to determine requirements for right-of- way, construction plans,right-of-way use permits, construction/maintenance bonds, and other issues. Impacts on Level of Impacts on Inadequate Road Impacts on Access or Service(LOS) of County Conditions Circulation Arterials Contact Snohomish County Public The County may request Contact Snohomish County Works for a list of the current IRCs. improvements to existing roads to Public Works for the most Identify any IRCs impacted by three provide safe and efficient access current list of arterial units or more peak-hour trips.Note:Unlike and/or circulation. In some in arrears and critical LOS impacts in which at least three or instances,the County may request arterial units. Identify any more peak hour trips have to be added in provisions for future County roads arterial units in arrears or one direction to require disclosure(e.g.,3 identified in the Comprehensive critical arterial units westbound),for IRCs,any three peak Plan or in Small Area hour trips added to IRC locations are impacted by three or more considered an impact for which disclosure Transportation Studies. If so,the directional peak-hour trips. is necessary(e.g.,2 westbound plus 1 County will request specific eastbound). additional information through the City. Section Four (4) Traffic Mitigation Offer to Snohomish County The applicant should complete a traffic mitigation offer to Snohomish County that summarizes the mitigation identified in the county traffic worksheet and any additional traffic study. This will facilitate timely review of the development and processing of the application. The form to use for the mitigation offer is titled"Traffic Mitigation Offer to Snohomish County."This form is typically provided to all applicants along with this traffic study checklist. In addition, copies are available from the county contacts or the Snohomish County web site shown below. Additional Information County Web Site Snohomish County Public Works has a web site with many documents related to traffic studies and mitigation requirements for developers. From the Snohomish County Home Page go to: Departments/Public Works/Divisions/TES/ProgramPlanning/3066B County Contacts ■ Deb Werdal, Snohomish County DPW Traffic, 3000 Rockefeller M/S 607, Everett WA 98201, (425) 388-3184, debra.werdalgco.snohomish.wa.us ■ Maria Schmidt, Snohomish County DPW Traffic, 3000 Rockefeller M/S 607, Everett WA 98201, (425) 388-3099,maria.schmidt@co.snohomish.wa.us Taco Bell Arlington TIA 55 Traffic Mitigation Offer to Snohomish County The applicant completes part one and submits it to the City with a completed county traffic worksheet. The City completes part two and sends it to the County. The County completes part three and sends it back to the City. Part One to be completed by Applicant Basic Development Information Name of City in which development is located Arlington Name of Proposed Development Taco Bell City Project File Number(if known) N/A Name of Applicant Fletcher Boll, NW Restaurants Inc. Address of Applicant 18815 139th Ave NE, Suite C, Woodinville, WA 98072 Proportionate Share Calculation: Choose Option A or B ❑ Option A: Based on a percentage of the County's adopted impact fee (attach traffic worksheet.) 1. The applicable percentage of the County's fee: % 2. Net New Average Daily Traffic: ADT 3. The adopted County impact fee for this development: $/ADT 4. Total Proportionate Share Amount: $ ❑■ Option B: Based on a comprehensive traffic study (attach traffic worksheet and traffic study) ■ No road improvements are impacted. Hence, proportionate share amount is zero ($0). The following road improvements are impacted. The calculation of proportionate shares is summarized below. List by Names/Description the Impacted County PHTs Capacity Proportionate Share County Projects (attach other pages if Project Impacting Cost per Obligation per necessary) ID# Project PHT Impacted Project 1. 2. 3. 4. Total Proportionate Share Amount (sum of obligations for each impacted project) $0 ❑■ Trip Distribution and Assignment if required If required, attach AM and PM peak-hour trip distribution and assignment. Attach traffic worksheet showing whether or not it is required and traffic study. ❑ Mitigation of other impacts if required for developments generating more than 50 Peak-Hour Trips Mitigation of Impacts on Level of Service No impact or not applicable Mitigation as described in attached traffic study. Mitigation of Impacts on Inadequate Road Conditions No impact or not applicable Mitigation as described in attached traffic study. Mitigation for Impacts on Access or Circulation No impact or not applicable Mitigation as described in attached traffic study. ❑ Written Offer The Applicant hereby voluntarily agrees to pay the total proportionate share amount shown above for impacts of the proposed development on the capacity of Snohomish County roads and provide mitigation of all other impacts as indicated above and described in attached documents. BY: Date: Signature by Authorized Official of Applicant or Authorized Representative Print Name and Title Instructions to Applicant. Submit this Offer, a completed county traffic worksheet, and any other attachments to the City with your initial application or send directly to Contact.pwCMS(o)_snoco.org. Taco Bell Arlington TIA 56 Part Two: To be completed by the City Receipt of Written Offer and attachments by City and routing to County Name of Proposed Development City Project File Number Date Received City Staffer Assigned to Project Address Phone Instructions to City. Send this offer and all attachments to Contact.pwCMS(aD-snoco.org Received by: Date: Initialed by City Staffer Print Name and Title Part Three: To be completed by Snohomish Count Receipt of Offer and attachments by Snohomish County and routing back to City Name of Proposed Development City Project File Number Received by: Date: Initialed by County Staffer Print Name and Title Snohomish County Mitigation Request to City Snohomish County has reviewed the traffic study worksheet and mitigation offer submitted by the applicant and has determined as follows: ❑ Snohomish County requests that the City impose ❑ Snohomish County requests that the the mitigation offered above as a condition of City require additional supplemental approval for the Development. Snohomish County information to adequately evaluate the agrees to accept changes in the mitigation proposed development's impacts. payment amount shown above resulting from TDM ❑ The information requested is shown in or lot-yield adjustments approved by the City. the notes below. By: Date: Signature by Authorized County Staffer Print Name and Title Routing Back to City Instructions to County Send this offer and all attachments to the City Staffer shown in Part Two above. Sent by: Date: Initialed by City Staffer Print Name and Title Notes Taco Bell Arlington TIA 57 APPENDIX Preliminary Site Plan Taco Bell Arlington TIA HeathTraffic.com 58 .11 PROPERTY BOUNDARY GENERATED 1 , r - REFERENCING PROVIDED PDF. (�LiICK CONCEPTS �TRUUP t � aCG VISIT OUR WEBSITE AT _ 4 WWW.QUICKCONCEPTSGROUP.COM low SEND YOUR CONCEPT REQUESTS TO REQUESTS@QUICKCONCEPTSGROUP.COM — — ---F — — PROJECT NAME: 30'ACCESS EASEMENT TACO BELL 138.23' PER REC. NO.9509285002 IN ARLINGTON,WA (r %A ADDRESS:7815 204TH ST NE ARLINGTON,WA 98223 JURISDICTION: CITY OF ARLINGTON R14' CE= PARCEL ID#: -- � STACKS •• 00847300000200 24' • I PARCEL AREA: ±0.63 AC ZONE:GC-GENERAL COMMERCIAL MIXED USE OVERLAY EXISTING USE: VACANT 10 PROPOSED USE: " RESTAURANT:CARRY-OUT AND co U fV O � �� DELIVERY SERVICE; DRIVE-THR C) =CO I r► r (CONDITIONAL USE) + TACO BELL co 2,235 SF 19, I cn , PARKING CALCULATION: i NO MIN.REQUIRED. } 1 +5 STACKNG PER WINDOW S PROVIDED PARKING: 12' /, • 19 2 ADA STALLS y 17 STALLS T x 19') 10'UTILITY EASEMENT — ��%' 19 TOTAL STALLS PER REC. NO 9509285002 DRIVE AISLE: 24'TWO-WAY(MIN.) �"�• SETBACKS o I FRONT: 0-10'(MAX.) SIDE: 0' 40'ACCESS _ _ _ _ _ REAR: 0' EASEMENT BUFFERS: 5'TYPE"C"ROW L.S. 5'TYPE"B"P.L.L.S. --- ----------------------- - --------� FLOOD ZONE:X FEMA MAP:53061CO392F 125.37' DATED:06/19/2020 m N) m > SITE SPECIFIC NOTES: A m c VARIANCE REQUIRED TO ALLOW FU_ m r BUILDING BEYOND BUILD-TO LINE, 204TH ST NE z - AND PARKING IN FRONT OF - BUILDING. • LEGEND BOUNDARY LINE r ------ — DRAWING DATA ------ � BUILDING SETBACK DATE:8/29/2025 PROJECT NO.:25.1485/CONCEPT 3 LANDSCAPE BUFFER DISCLAIMER:THE CONCEPT REPRESENTED HEREIN IS FOR CONCEPTUAL PURPOSES ONLY. PROPOSED PAVEMENT INFORMATION SHOWN HEREIN WAS BASED ON PROVIDED INFORMATION BY THE CLIENT AND PRELIMINARY CODE RESEARCH WITH THE 40 0 40 SUBJECT JURISDICTION.INFORMATION SHOWN HEREIN SHALL BE CONFIRMED BY SUBJECT JURISDICTION AND MAY BE SUBJECT TO CHANGE.A SURVEY IS RECOMMENDED TO N DETERMINE THE PROPERTY BOUNDARIES AND SCALE : F = 40' llF T&IWfISArtm g ton TIA