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HomeMy WebLinkAbout20251017_PLN1416_TIA TRAFFIC IMPACT ANALYSIS VISCONSI MEDICAL FACILITY JURISDICTION: CITY OF ARLINGTON Prepared for: Visconsi Companies, Ltd. (VWA-Arlington MOB, LLC) 30050 Chagrin Boulevard, Suite 360 Pepper Pike, OH 44124 Prepared by: Kimley ))) Horn September 2025 KH 090225091 Copyright© Kimley-Horn and Associates, Inc. Kimley >>> Horn TRAFFIC IMPACT ANALYSIS FOR VISCONSI MEDICAL FACILITY Prepared for. Visconsi Companies, Ltd. (VWA-Arlington MOB, LLC) 30050 Chagrin Boulevard, Suite 360 Pepper Pike, OH 44124 S AMES Prepared by. p Kimley-Horn and Associates, Inc. z 2828 Colby Avenue '` 09/16 25 Suite 200 w Everett, Washington 98201 0� �� 42307 (425) 708-8275 �ss7 GrsTER �vti ONAt 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. © September 2025 KH 090225091 Visconsi Medical Facility September 2025 Traffic Impact Analysis KH 090225091 Kimley >>> Horn TABLE OF CONTENTS 1 DEVELOPMENT IDENTIFICATION................................................................................................1 2 METHODOLOGY ......................................................................................................................1 3 TRIP GENERATION ..................................................................................................................3 4 TRIP DISTRIBUTION.................................................................................................................4 5 SNOHOMISH COUNTY KEY INTERSECTIONS...............................................................................5 6 INTERSECTION LEVEL OF SERVICE ANALYSIS............................................................................9 6.1 Turning Movement Volumes .........................................................................................9 6.2 Level of Service Calculations......................................................................................13 7 COLLISION HISTORY..............................................................................................................13 7.1 Collision Severity ........................................................................................................14 7.2 Collision Types ...........................................................................................................14 7.3 Collision Rates............................................................................................................15 8 SITE ACCESS........................................................................................................................15 9 TRAFFIC MITIGATION FEES....................................................................................................16 9.1 City of Arlington...........................................................................................................16 9.2 Snohomish County......................................................................................................16 9.3 Washington State Department of Transportation.........................................................16 10 CONCLUSIONS......................................................................................................................17 LIST OF FIGURES Figure1: Site Vicinity Map...........................................................................................................2 Figure 2: Development Trip Distribution — AM Peak Hour...........................................................6 Figure 3: Development Trip Distribution — PM Peak Hour...........................................................7 Figure 4: Snohomish County Key Intersections...........................................................................8 Figure 5: 2025 Existing Turning Movements — PM Peak Hour..................................................10 Figure 6: 2028 No-Build Turning Movements — PM Peak Hour.................................................11 Figure 7: 2028 Build Turning Movements — PM Peak Hour.......................................................12 Visconsi Medical Facility September 2025 Traffic Impact Analysis Page i KH 090225091 Kimley >>> Horn LIST OF TABLES Table 1: Level of Service Criteria ................................................................................................3 Table 2: Trip Generation Summary.............................................................................................4 Table 3: Key Intersection Volumes —AM Peak Hour...................................................................5 Table 4: Key Intersection Volumes — PM Peak Hour...................................................................5 Table 5: Level of Service Summary— PM Peak Hour................................................................13 Table 6: Collision Severity by Year............................................................................................14 Table 7: Collisions Type Summary............................................................................................14 Table 8: Collision Rate Summary..............................................................................................15 LIST OF APPENDICES SITEPLAN...................................................................................................................................A TRIP GENERATION CALCULATIONS................................................................................................B COUNTDATA...............................................................................................................................C TURNING MOVEMENT CALCULATIONS............................................................................................D LEVEL OF SERVICE ANALYSIS....................................................................................................... E COLLISIONDATA.......................................................................................................................... F Visconsi Medical Facility September 2025 Traffic Impact Analysis Page ii KH 090225091 Kimley>>> Horn 1 DEVELOPMENT IDENTIFICATION Kimley-Horn and Associates, Inc. (Kimley-Horn) has been retained to provide a traffic impact analysis of the proposed Visconsi Medical Facility development(Development) located in the City of Arlington, WA (City). This report is intended to provide the 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 a 30,000 square foot (SF) medical building with three floors and outpatient services only. The first floor is anticipated to be occupied by urgent care facilities. The second floor is anticipated to be occupied by medical offices. The third floor will be empty at the completion of the building but is anticipated to be occupied by additional medical offices in the future. The Development is located along the north side of Tveit Road (2121" St NE), east of S Stillaguamish Avenue and west Medical Center Drive. The site is currently vacant and unoccupied. 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 Institute of Transportation Engineers (ITE) (2025) Trip Generation Manual, 121" Edition. The distribution of trips generated by the site is based on surrounding land uses and general traffic patterns in the area and was reviewed and approved in an early scoping memo with the City, August 2025. 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. Washington State Department of Transportation (WSDOT) traffic mitigation fees are also required for City developments when WSDOT improvement projects on the Exhibit C list are impacted with 10 or more PM peak-hour trips. Congestion at intersections and along roadways is generally measured in terms of level of service (LOS). In accordance with the Transportation Research Board Highway Capacity Manual (HCM), 71" Edition, road facilities and intersections are rated between LOS A and LOS F, with LOS A being free flow and LOS F being forced flow or over-capacity conditions. The LOS at signalized, roundabout, and all-way stop-controlled intersections is based on the average delay of all approaches. The LOS for two-way stop-controlled intersections is based on average delays for the critical stopped movement. Geometric characteristics and conflicting traffic movements are taken into consideration when determining LOS values. A summary of the intersection LOS criteria is included in Table 1. Visconsi Medical Facility September 2025 Traffic Impact Analysis Page 1 KH 090225091 O I ■r ♦ ,� —I I•• l l ■ III■y 11 3 . f *% �, Ir N D . r F, w NOT TO SCALE 1� L! e Z +i �• * — W r W w - J . MAO W ' • _ C L M f aT■ 44 .+ Z E 1ST STREET = I ; ' W -- F- C ■ s IW6 • It f 1 1. r GU) of an le am J RMLr Its q r i ■- ■ -1 J j 1r 1 . — r r ■■ i r 0 %A\ t ry 1 i • ■ .� TVE1T Rp �: j lb ©� ' ;Q L. w �� O !■ _©—O�O TVEIT ROAD 212TH ST NE '940 ■ t ■ MIN - ■. E HIGHLAND DRIVE W * ! ' a _ W �� ■ •■ _�/ Via.'�r� ■ rr - ] y ,+ {I J ME �I-a<MR� 1 w 1, Mimi ■■ r r■ � ■ . 'P Q L an ss w w f Is + 101k 204TH STREET NEIr ■ / i '� - - ir © Study Intersection ffi■ 4 16 Development Site .w rr - rX �■ ' C ► r FIGURE 1: SITE VICINITY MAP Kimley>>> Horn VISCONSI MEDICAL FACILITY - CITY OF ARLINGTON, WASHINGTON (KH 090225091) Kimley>))Horn Table 1:Level of Service Criteria (SecondsIntersection Control Delay Level of per Vehicle) Service' Expected Delay Unsignalized Signalized and Intersections Roundabout Intersections A Little/No Delay <10 <10 B Short Delays >10 and <15 >10 and <20 C Average Delays >15 and <25 >20 and <35 D Long Delays >25 and <35 >35 and <55 E Very Long Delays >35 and <50 >55 and <80 F Extreme Delays2 >50 >80 The City has established an acceptable level of service of LOS D. 3 TRIP GENERATION The Development is proposed to consist of a 30,000 square foot (SF) medical building with three floors. The first floor is anticipated to be occupied by urgent care facilities. The second floor is anticipated to be occupied by medical offices. The third floor will be empty at the completion of the building but is anticipated to be occupied by additional medical offices in the future. The trip generation calculations have been performed using data published in the ITE Trip Generation Manual, 12th Edition (2025). The average rate/fitted curve equations for the following ITE Land Use Codes (LUC) were utilized: . 1st Floor: LUC 650, Free Standing Emergency Room 10,000 SF • 211 Floor: LUC 720, Medical-Dental Office Building 10,000 SF • 3rd Floor: LUC 720, Medical-Dental Office Building 10,000 SF The trip generation calculations for the Development are summarized Table 2. ' Source: Highway Capacity Manual, 7th Edition. LOS A: Free-flow traffic conditions,with minimal delay to stopped vehicles (no vehicle is delayed longer than one cycle at signalized intersection). LOS B: Generally stable traffic flow conditions. LOS C: Occasional back-ups may develop but delay to vehicles is short term and still tolerable. LOS D: During short periods of the peak hour, delays to approaching vehicles may be substantial but are tolerable during times of less demand (i.e.,vehicles delayed one cycle or less at signal). LOS E: Intersections operate at or near capacity, with long queues developing on all approaches and long delays. LOS F: Jammed conditions on all approaches with excessively long delays and vehicles unable to move at times. 2 When demand volume exceeds the capacity of the lane, extreme delays will be encountered with queuing which may cause severe congestion affecting other traffic movements in the intersection. Visconsi Medical Facility September 2025 Traffic Impact Analysis Page 3 KH 090225091 Kimley>))Horn Table 2: Trip Generation Summary FloorAverage AM Peak-Hour Trips PM Peak-Kour Trips • Use Size Daily Trips Out • Out • Free-Standing 1St Emergency Room 10.000 K SF 250 6 5 11 7 8 15 ITE LUC 650 Medical-Dental 2nd Office Building 10.000 K SF 243 23 7 30 5 15 20 ITE LUC 720 Medical-Dental 3rd Office Building 10.000 K SF 243 23 6 29 5 15 20 ITE LUC 720 TOTAL 736 52 18 70 16 39 55 The first floor is anticipated to generate approximately 250 ADTs with approximately 11 AM peak- hour trips and approximately 15 PM peak-hour trips. The second floor is anticipated to generate approximately 243 ADTs with approximately 30 AM peak-hour trips and approximately 20 PM peak-hour trips. The third floor is anticipated to generate approximately 243 ADTs with approximately 29 AM peak-hour trips and approximately 20 PM peak-hour trips. Rounding peak- hour trips can cause the number of trips to differ by floor, which is why the third floor has one less trip than the second floor during the AM peak hour. The Development as a whole is anticipated to generate approximately 736 ADTs with approximately 70 AM peak-hour trips and approximately 55 PM peak-hour trips. The trip generation calculations for the Development are provided in Appendix B. 4 TRIP DISTRIBUTION The distribution of trips generated by the Development is primarily based on surrounding land uses and the proximity to other similar land uses in the area. The anticipated trip distribution is: • 70% along E Highland Drive ■ 32% to and from the south along SR-9 ■ 15% to and from the north along S Olympic Avenue ■ 10% to and from the north along SR-9 ■ 8% to and from the north along S French Avenue ■ 5% to and from the south along S Olympic Avenue • 15% to and from the south along S Stillaguamish Avenue • 10% to and from the north along S Stillaguamish Avenue • 5% to and from the east along 212th St NE (Tveit Road) A detailed trip distribution for the AM and PM peak hour is displayed in Figure 2 and Figure 3, respectively. Visconsi Medical Facility September 2025 Traffic Impact Analysis Page 4 KH 090225091 Kimley >>> Horn 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. The trips generated by the Development will impact two key intersections during both the AM and PM peak hours. The AM peak hour key intersection impacts are shown in tabular form in Table 3 and the PM peak hour key intersection impacts are shown in tabular form in Table 4. The key intersection impacts are also shown graphically in Figure 4 for the AM and PM peak hour. Table 3: Key Intersection Volumes—AM Peak Hour Intersection =� EBI F, EBR IWI BIL WBT WEM #371: Stillaguamish Ave at 4 0 0 209 St NE 0 0 00 4 0 0 2 1 #477: S Stillaguamish Ave at 0 36 0 3 12 0 0 0 8 0 0 0 212 St NE Table 4: Key Intersection Volumes— PM Peak Hour #371: Stillaguamish Ave at 1 0 0 0 0 0 0 1 0 0 3 3 209 St NE #477: S Stillaguamish Ave at 0 11 0 6 12 0 0 0 2 0 0 0 212 St NE Visconsi Medical Facility September 2025 Traffic Impact Analysis Page 5 KH 090225091 if 3 Ap ■� •1 1■• �'z <p M -y W r W z "p = W rw IW 2 a_, s Z - - - - - � E 1ST STREET = g _V ; ' W L I ■- I- P:! qP /A ' • a' - *A' . ■a I r cai �� ; ' , ■III d �� A t IL O I RL d ram.,1 � � � U # ' � . 1 * I •4 I a IL Lt hNw' 'I - ��� t r0°/O � ti � t * r 0- vO lz<-515�36 3F 37- TVEIT Q , 1 ' A :;7 O— -O -T=VEI=T=ROAD d =212TH-ST NEO'440 M E HIGHLAND DRIVE t 0 �S 7 .�. , U I� U U LU ' , L �� 01171 La 1 7 W I - - ' a r t J +v' 1-04�� 1 �1' -{� , � � � ■■ �♦!■� on LOCALfil ,, -t♦ e ♦ ' a - - I � j a ^ � w � I 40 y i � 73 - - - - - - - -r - - - - - 16 - -O204TH STREET NE �a O� Trip Distribution % Inbound Trip Path ; ° irStudy Intersection •--)o- Outbound Trip Path Development Site Outbound AWDT Inbound Trips �•• Trips FIGURE 2: DEVELOPMENT TRIP DISTRIBUTION - AM PEAK-HOUR Kimley>>> Horn VISCONSI MEDICAL FACILITY - CITY OF ARLINGTON, WASHINGTON (KH 090225091) * � o r� .� 1 1 r Fez �^ •M 5° I i �. .N 1 W NOT TO SCALE L! ; Z I I ti � _ r Z ZW . �oc4l 4 W - a > , W 1 I �► r F:� Z - - - - - - iE 1ST STREET9I vW , ._ OffF- ' — �I _# f CC I o0 - - It 1 1 a 10 U) • ■ ' I i J 01 10% I N 1 u�1 I • L 1 _515 # I 37 -->27 , ?VEI T RpL ■ '.■ � . ,' � ©- - - - ©- - - - - - - - - - - 0- - - - - - - - - =T-VEI-T=ROAD- 212TH-ST NE q0 E HIGHLAND DRIVE O t ' I �MN 0.1 1r s ■ L J tar tr w ! r * � ■ * � I 1 i I rr � _ � ' , — ___ •-1. ' .� 7 � 1� 4* 'ter + � ! , r ■■ s* e# ----- N f , ZJ mow'` y-0L 1 1 �1�, ; �� . . ''A r � 1aCdL to � I � � d` � 3 NJ 4 NJ MIN A. A � ! JL ■ � ' 73 �� �O► 4<-- 2 III ■ ♦ .. :.,, ,+ - - - - - - - r - - - - - - -0204TH STREET NE o i i � Trip Distribution % Inbound Trip Path ,. ~; 2% ~� is = y © Study Intersection •--* Outbound Trip Path 4 S. _ - . _ C �` r , ! \ = = Development Site O Tbouripsnd.4.;nTouusnd .■ • max ��r■ FIGURE 3: DEVELOPMENT TRIP DISTRIBUTION - PM PEAK-HOUR Kimley>>> Horn VISCONSI MEDICAL FACILITY - CITY OF ARLINGTON, WASHINGTON (KH 090225091) * 0 1 NP tu LU W NOT TO SCALE s " L! Z IN Z W A W W '� } Ififlo I'• 7 ■ ♦ > wffi N. a,Ti ,, Z M E 1 ST STREET ,. •f V !+ _* LU � ■ ON * • ■ .■ 1. } 00 + ~ r'Rjc�;l 7 RL 7 w AN dr, men dr .w r f J ± . _ 0 sw • r .� ♦ r .:0 16 . .� i TVEIT Rp �• �' '� ♦�— T=VE1-T--ROAD= 212TH ST NE '4 ■ _ E '' ANow : E HIGHLAND DRIVE ;!' -w . " r ■ ♦ J _ - � r 1Y� • sr ■ J v y.a��� � ��' �� ■■ ■■rear -M" ■ - gypw %% Q ♦ e Nounw JL oN STILLAGUAMISH AVENUE AT STILLAGUAMISH AVENUE AT �U N '� �r+♦ 212TH ST NE 207 ST NE y r ' w ♦.�. JA �12(27) 204TH STREET NE _ 3(6) N INN r {+ T Key Intersection ; Ivw IN co i ■ 36(11) Development Site a4 Us � = AM(PM)—> Turning Movement Volumes ■ La i W �aw N FIGURE 4- SNOHOMISH COUNTY KEY INTERSECTIONS Kimley>>> Horn VISCONSI MEDICAL FACILITY - CITY OF ARLINGTON, WASHINGTON (KH 090225091) Kimley >>> Horn 6 INTERSECTION LEVEL OF SERVICE ANALYSIS The Development is anticipated to add most trips along E Highland Drive and Tveit Road. The intersections analyzed as part of this report are: 1. S Stillaguamish Avenue at Medical Center Drive Two-Way Stop-Control 2. SR-9 at E Highland Drive Signal 3. S Olympic Avenue at E Highland Drive All-Way Stop-Control 4. S French Avenue at E Highland Drive Two-Way Stop-Control 5. S Stillaguamish Avenue at E Highland Drive/Tveit Road All-Way Stop-Control 6. Medical Center Drive at Tveit Road Two-Way Stop-Control 7. SR-9 at 2041h Street North Signal 8. Site Access at Medical Center Road Two-Way Stop-Control 9. Site Access at Tveit Road Two-Way Stop-Control The study intersections identified have been analyzed for the weekday PM peak-hour. The site accesses are only analyzed for the 2030 build conditions. 6.1 Turning Movement Volumes The existing PM peak hour turning movements at the study intersections were collected by the independent count firm Traffic Data Gathering (TDG) in August 2025. The 2025 existing turning movements at the study intersections are shown in Figure 5. The existing count data is included in Appendix C. The future analysis has been performed for the year 2028. The 2028 no-build turning movements have been calculated by applying a 2.0% annually compounding growth rate applied to the 2025 existing turning movements. The 2028 no-build turning movements at the study intersections are shown in Figure 6. The 2028 build turning movements at the study intersections have been calculated by adding the trips generated by the Development to the 2028 no-build turning movements. The 2028 build turning movements are shown in Figure 7. The turning movement calculations are included in Appendix D. Visconsi Medical Facility September 2025 Traffic Impact Analysis Page 9 KH 090225091 _ + O l ,'} *' F SITE ACESS AT N L �� 1 o i �. .51 aW „ � MEDICALCENTER DRIVE NOT TO SCALE ! " L.: E w Z �+ Z W W 4 :O �ai1■ iZ y y ,—44 STREET = O� wl a:. T f ado L 1 . .1 1 n CO J t } % j ■ O - . '■ ■ i '* i i . .1p 9P no r a i ■` + ■ ■ w L n i TVE/T 4C 4 �I Il Ro ' �IQ! w .1 �� i O . TVEIT ROAD 212TH ST NE 'qp _■ !� E HIGHLAND DRIVE r _ - r - SR-9 AT S OLYMPIC AVENUE AT S FRENCH AVENUE AT STILLAGUAMISH AVENUE SAT" i MEDICAL CENTER DRIVE AT ,E HIGHLAND DRIVE ' E HIGHLAND DRIVE E HIGHLAND DRIVE TVEIT ROAD .,---,,, 1 1I' TVEIT ROAD 1 � � mN �103 0 � 0 �32 0 �6 Joao 12 r C'M r N M co cor r- r r N l I l �11 I l �207 J l �205 In q J 1 <—41 �63 IG L JI z—139 z—86 IG JI 1 IG �I 17 20 9 02 14� �_ T 178� T 186� '"� 47�i T 280co r_ � CD CO 18 N L N 48 N lf) O T 94 N r r u w SR-9 AT ♦ �%� 204TH STREET NE co co ^ 130 0 204TH STREET NE I 1259 71 171 vO r 141 \ T I © Study Intersection r 395 co co �, 9 107� `O � `r' Development Site j� �'M us PM� Turning Movement Volumes - aa,R v err FIGURE 5: 2025 EXISTING TURNING MOVEMENTS - PM PEAK-HOUR Kimley>>> Horn VISCONSI MEDICAL FACILITY - CITY OF ARLINGTON, WASHINGTON (KH 090225091) _ + O — 1 �F!J]11 il ' ' ' 'r SITE ACESS AT L �� I i �,� ? MEDICALCENTER DRIVE W N 1� _ NOT TO SCALE L F W +� Z 10W co r— � - 7 a�i .■v �, �, 47 STREET '6; s- .a .1 ■ � = r =W _ lobi 1 cc. co . ; } jf it IL IL . M jr — ■ a ■ ■• ; .0 �. MINI '4 f .: •ib Nam' 'J -Q E r . . ©! © O - TVEIT ROAD 212TH ST NE O'q0 ■ !� E HIGHLAND DRIVE © O O r - SR-9 AT S OLYMPIC AVENUE AT S FRENCH AVENUE AT STILLAGUAMISH AVENUE ATj �i MEDICAL CENTER DRIVE AT ,E HIGHLAND DRIVE ' E HIGHLAND DRIVE E HIGHLAND DRIVE TVEIT ROAD , 1I' TVEIT ROAD cc r c^� 109 r o w 34 u� cv 6 -- o 00 rn 13 r ,t r N r co 00 — 00 r r r� N l <- 12 f l <-220 f l <-218 PEONr I l �44 I I <-67 IL Y �I 148 91 IL JI 1 ` _ ' �L y 18 �L y 155 189� _� 197� "# 50� ) T I 85� N O O� T r � CD 19 "' co r 51 -may "' r 100 r u 'III w SR-9 AT ♦ 204TH STREET NE T M w �138 O204TH STREET NE 1275 81 181 i I T Amp • �� Ir z 150-7 © Study Intersection 419� T r 114 �r, co co Development Site j� �'M us PM� Turning Movement Volumes - aa,R v err FIGURE 6: 2028 NO-BUILD TURNING MOVEMENTS - PM PEAK-HOUR Kimley>>> Horn VISCONSI MEDICAL FACILITY - CITY OF ARLINGTON, WASHINGTON (KH 090225091) o Ll r�r_-ir SITE ACESS AT SITE ACESS AT N MEDICALCENTER DRIVE MEDICALCENTER DRIVE NOT TO SCALE s ! " L! E Z a WA W SLU � 6 -a■i ,� 49 v�j 0—47 STREE - , L W •_ • a J � V) : jr EL • 4 f - - riO � r a,� � r f i . . F _ .■IL F . TVEIT TVEIT ROAD 212TH ST NE �O'40 IP E HIGHLAND DRIVE © O O a _ �. � ■� r - SR-9 AT S OLYMPIC AVENUE AT S FRENCH AVENUE AT STILLAGUAMISH AVENUE AT SITE ACCESS AT MEDICAL CENTER DRIVE AT ,E HIGHLAND DRIVE '? E HIGHLAND DRIVE E HIGHLAND DRIVE TVEIT ROAD ,�J TVEIT ROAD TVEIT ROAD co r ri 113 r o "t F—40 �n c� 9 —— o o rn 13 r> �—1 r � r N r co 00 r Cc r r M N fl- N I I ( <—12 J I ` <—236 ) l <—242 11 r I l <--71 I I <—74 I I <—68 �160 IL .y y �93 IL JI 1 ` _ 'f �L y 0—24 10 �` 7� 21 �` 7� 64 , 53 �` 7� 13 2 15� Nor 196 ^ N 207� T 61 � � � 0 87�! 87� 19� "' L � 51 � "' r 100� '� � � w SR-9 AT L 204TH STREET NE ir � w � � 138 0 204TH STREET NE <-275 _ _ � 181 /,.�/ JL � �� , �'� � � 152� © Study Intersection ; 1 419 r 114� co Development Site �'M us1 - � PM� Turning Movement Volumes a a■,R arr FIGURE 7: 2028 BUILD TURNING MOVEMENTS - PM PEAK-HOUR Kimley>>> Horn VISCONSI MEDICAL FACILITY - CITY OF ARLINGTON, WASHINGTON (KH 090225091) Kimley >>> Horn 6.2 Level of Service Calculations The level of service (LOS) 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, 2028 no-build, and 2028 build LOS calculations are summarized for the PM peak hour in Table 5. Table 5: Level of Service Summary— PM Peak Hour 2025 Existing 2028 LOS Delay LOS Delay LOS Intersections Control Conditions No-Build Build 1 S Stillaguamish Avenue at Two-Way B 12.0 B 12.3 B 12.2 Medical Center Drive Stop-Control 2 SR-9 at Signal B 17.8 B 19.3 C 20.4 E Highland Drive 3 S Olympic Avenue at All-Way B 13.0 B 14.1 C 15.4 E Highland Drive Stop-Control 4 S French Avenue at Two-Way B 14.9 C 15.6 C 16.3 E Highland Drive Stop-Control 5 S Stillaguamish Avenue at All-Way B 10.1 B 10.5 B 11.0 E Highland Drive/Tveit Road Stop-Control 6 Medical Center Drive at Two-Way A 8.8 A 8.8 A 8.9 Tveit Road Stop-Control 7 SR-9 at Signal D 35.1 D 40.1 D 40.3 20411 Street NE Site Access at Two-Way _ _ _ _ 8. Medical Center Road Stop-Control A 8.9 Site Access at Two-Way _ _ _ 9. Tveit Road Stop-Control A 8.9 The analysis shows that the study intersections currently operate at LOS D or better during the PM peak hour and are anticipated to continue operating at LOS D or better through the 2028 build conditions. The intersection LOS calculations are provided in Appendix E. 7 COLLISION HISTORY Collision data was obtained from Washington State Department of Transportation (WSDOT) for the time period between January 1 st, 2019, through December 31 st, 2024. This is the most recent collision data. Visconsi Medical Facility September 2025 Traffic Impact Analysis Page 13 KH 090225091 Kimley>))Horn 7.1 Collision Severity The number of collisions by severity are summarized by year in Table 6. Table 6: Collision Severity by Year Severity 2020 2021 2022i (K) Fatal Injury 0 0 1 0 0 1 (A) Suspected Serious Injury 0 0 0 1 0 1 (B) Suspected Minor Injury 1 0 0 0 0 1 (C) Possible Injury 2 1 4 2 2 11 (0) No Apparent Injury/ PDO 8 6 6 3 9 32 Total 11 7 11 6 11 46 The 5-year collision data shows that there was one fatal injury collision (2% of collisions), one suspected serious injury collisions (2% of collisions), one suspected minor injury collisions (2% of collisions), 11 possible injury collisions (24% of collisions), and 32 no apparent injury/property damage only collisions (70% of collisions). 7.2 Collision Types The number of collisions by intersection and type are summarized in Table 7. Table 7: Collisions Type Summary IntersectionCollision Type Ped • . . . Other Total End Angle Turn wipe Dir. 1 S Stillaguamish Avenue at 0 0 0 0 0 0 0 0 Medical Center Drive 2 SR-9 at 4 1 6 0 0 1 0 12 E Highland Drive 3 S Olympic Avenue at 0 1 1 0 0 0 0 2 E Highland Drive 4 S French Avenue at 0 0 0 0 0 0 0 0 E Highland Drive S Stillaguamish Avenue at 5. E Highland Drive/Tveit Road 0 8 0 0 0 0 0 8 6 Medical Center Drive at 0 0 0 0 0 0 0 0 Tveit Road 7. SR-9 at 13 2 4 2 2 0 1 24 204th Street NE Site Access at 8. Medical Center Road 0 0 0 0 0 0 0 0 9 Site Access at 0 0 0 0 0 0 0 0 Tveit Road Total 17 12 11 2 2 1 1 46 Visconsi Medical Facility September 2025 Traffic Impact Analysis Page 14 KH 090225091 Kimley >>> Horn The collision data shows a total of 46 collisions and zero collisions near the site access locations. The primary collision type was rear-end collisions. 7.3 Collision Rates The collision rates at the study intersections have also been evaluated. The collisions per million entering vehicles (MEV) is the standard rate for intersections. The daily trips at the study intersection have been estimated using a rate of ten daily trips to one PM peak-hour trip. The collision rates at the study intersections are summarized in Table 8. The collision data is provided in Appendix F. Table 8: Collision Rate Summary Total ns Collision Rate (per IVIEV)10 ersectionAM Co Years o"isio r PM Peak- K- qa Ilisions Per Yea HourTEV Factor 1 S Stillaguamish Avenue at 0 5 0 385 10 0.00 Medical Center Drive 2 SR-9 at 12 5 2.4 1,507 10 0.44 E Highland Drive 3 S Olympic Avenue at 2 5 0.4 915 10 0.12 E Highland Drive 4 S French Avenue at 0 5 0 550 10 0.00 E Highland Drive 5 S Stillaguamish Avenue at 8 5 1.6 669 10 0.66 E Highland Drive/Tveit Road 6 Medical Center Drive at 0 5 0 154 10 0.00 Tveit Road 7 SR-9 at 24 5 4.8 2,334 10 0.56 204th Street NE 8 Site Access at 0 5 0 55 10 0.00 Medical Center Road 9 Site Access at 0 5 0 152 10 0.00 Tveit Road TEV=Total Entering Vehicles The collision rates show that none of the study intersections in the vicinity of the Development have an annual rate or a rate per MEV that would typically be deemed significant. 8 SITE ACCESS The Development is proposed to have two access driveways, one north access along Medical Center Drive and one south access along Tveit Road. The posted speed limit along Tveit Road is 35 miles per hour (mph). There is no posted speed along Medical Center Drive, but it is assumed to be 25 mph as it is a residential access street. The site accesses are anticipated to be constructed to the City Design and Construction Standards and Specifications or deviations for 3 The collision rate is based on Million Entering Vehicles. Visconsi Medical Facility September 2025 Traffic Impact Analysis Page 15 KH 090225091 Kimley >>> Horn sight distance with potential driveway restrictions or roadway traffic calming may need to be implemented. 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 anticipated to generate 55 new PM peak hour trips. This results in City traffic mitigation fees of$184,525.00. The traffic mitigation fees are summarized by floor in Table 9. Table 9: Traffic Mitigation Fee Summary Floor Land Use � � PM Peak- Traffic Mitigation Fee Total Traffic M HourTrips (per PM Peak-Hour Trip) Mitigation Fee 1St Free-Standing Emergency Room 15 $50,325.00 ITE LUC 650 2nd Medical-Dental Office Building 20 $3,355.00 $67,100.00 ITE LUC 720 3rd Medical-Dental Office Building 20 $67,100.00 ITE LUC 720 TOTAL 55 - $184,525.00 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. 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. 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 Visconsi Medical Facility September 2025 Traffic Impact Analysis Page 16 KH 090225091 Kimley>))Horn 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 a 30,000 square foot (SF) medical building with three floors anticipated to be occupied by urgent care facilities on the first floor and medical offices on the second and third floors. The Development is located along the north side of Tveit Road (212th St NE), east of S Stillaguamish Avenue and west Medical Center Drive. The Development as a whole is anticipated to generate approximately 736 ADTs with approximately 70 AM peak-hour trips and approximately 55 PM peak-hour trips. The analysis shows that the study intersection operates at LOS D during the PM peak hour and will continue to operate at LOS D or better through the 2028 build conditions. The Development is anticipated to have City traffic mitigation fees totaling $184,525.00 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. Visconsi Medical Facility September 2025 Traffic Impact Analysis Page 17 KH 090225091 Kimley >>> Horn APPENDIX A SITE PLAN Visconsi Medical Facility September 2025 Traffic Impact Analysis Page A KH 090225091 PRELIMINARY UTILITY PLAN N o z z w z APPROXIMATE LOCATION OF w WATER MAIN EXTENSION TAP. J U Z EXISTING 8"WATER MAINw�w\ a � 1?j H U z WATER MAIN EXTENSION WILL J Q REQUIRE UTILITY TRENCHING W Q ACROSS MEDICAL CENTER ROAD. _ APPROXIMATE LOCATION 0 10' 20' 40 Z OF SIDE SEWER POINT OF } Q PROPOSED DOUBLE SCALE 1-20'5 LF 6" PVC SS CONNECTION TO MAIN. z: LOT LIGHT(TYP.) \ Q a O £\ z W CS 29 LF 5"PVC SS SSco#1 °\ z z J.\4 8 w Q SSCO#2 " N U z 159 LF- 12"D.I CUSS 52 70 LF 6"PVC SS ® SSCO#3 JQp W PROPOSED FIRE HYDRANT Z 6 LF- 6"D.I CLASS 52 PROPOSED FDCI U 4 LF- 6"D.I CLASS 52 I 7� PROPOSED FIRE LINE I PO LF 6"PVC SS ul T. —,BACKFLOW PREVENTER I' _ VVVV 18 LF-6"D.I CLASS 52 48 LF-6"D.I CLASS 5� Z (� ° PROPOSED 1"WATER METER I Uj .6 - AND BACKFLOW PREVENTER PROPOSED LOT LIGHT(TYP.) FOR IRRIGATION. 14SSCO#4 2 LF 6"PVC SS J 146 LF- 12"D.I CLASS 52 ,y V I I PROPOSED RPBA FOR " _LL DOMESTIC WATER SERVICE. Q I I W P�EX WH/TP OF WABy PROPOSED 2"WATER METER FOR DOMESTIC USE. p TT�o �e a /S E T P I PROPOSED FIRE HYDRANT SS/ONALEWG I 3-STORYL BLDG I 30,000 S.F.O.I ILAss 52 FF=200 75 - - 44 LF- 12"DJ CLASS 52 G I PROPOSED POWER,GAS rn AND TELECOM SERVICE. E `s 38 IF- 12"D.I CLASS 52 / ------------�-- oA A $ o Y J a PROPOSED TRANSFORMER M mm Lt 50 LF- 12"D.I CLASS 52 ~ H I C o = En C LU C c o INSTAL ATION OF UNDERGROUND 3 C POWER AND TELECOM WILL APPROXIMATE LOCATION OF APPROXIMATE LOCATION OF "REQUIRE UTILITY TRENCHING t 3 0 APPROXIMATE LOCATION OF E%ISTING UTILITY POLE TO EXISTING UTILITY POLE TO L`ACROSS MEDICAL CENTER ROAD. 0 C Ln POWER AND TELECOM.POINT OF BE REMOVED. BE REMOVED. N C v7 CONNECTION TO EXISTING POLE. s m U Y n APPROXIMATE LOCATION OF WATER I MAIN EXTENSION CONNECTION - APPROXIMATE LOCATION OF G45 ` POIN T EXISTIN POINT OF CONNECTION TO MAIN. NOT PROPOSED UNDERGROUNDMG T O G I MAN. OF THE EXISTING OVERHEAD M s-.- - TO FACILITATE 169 IF 12"D.I REPLACEMENT OF APPROXOIMATELY —so—s°—s—so—so— POWER AND TELECOM. d - CB55 52 �°—'°—"°— 28CLASS 52 NOTE EXISTING 12"WATER MAIN - TO LF OF SIDEWALK MAY BE REQUIRED 2 1 2 T H $T N E 206 LF- 12"D.I CLASS 52 TO FACILI L H AIN AND UNDERGROUNDING OF THE UTILITIES E REPLACEMENT OF CURB RAMP MAY BE REQUIRED. PreliminaryNot For Construction o 0 01 N U A- 1 Kimley >>> Horn APPENDIX B TRIP GENERATION CALCULATIONS Visconsi Medical Facility September 2025 Traffic Impact Analysis Page B KH 090225091 Visconsi Medical Facility KH 090225091 Trip Generation for: Weekday (a.k.a.): Average Weekday Daily Trips (AWDT) DIRECTIONAL ASSIGNMENTS Gross Trips PASS-BY DIVERTED NEW LINK ITE Trip % % In+Out Floor LAND USES VARIABLE LU In Out In Out In Out code Rate/Eq IN OUT (Total) 1st Free-Standing Emergency Room 10.000 K SF 650 24.94 50% 50% 249.40 0 0 0 0 124.70 124.70 2nd Medical-Dental Office Building 10.000 K SF 720 36.97(X)-126.53 50% 50% 243.17 0 0 0 0 121.59 121.58 (Within/Near Hospital Campus) d Medical-Dental Office Building o 0 3 (Within/Near Hospital Campus) 10.000 K SF 720 36.97(X)-126.53 50/0 50/0 243.17 0 0 0 0 121.59LA Total 735.74 0 0 0 0 367.88 B - 1 Visconsi Medical Facility KH 090225091 Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 7 and 9 AM (a.k.a.): Weekday AM Peak Hour DIRECTIONAL ASSIGNMENTS Gross Trips PASS-BY DIVERTED NEW LINK ITE Trip % % In+Out Floor LAND USES VARIABLE LU In Out In Out In Out code Rate IN OUT (Total) 1st Free-Standing Emergency Room 10.000 K SF 650 1.12 50% 50% 11.20 0 0 0 0 5.60 5.60 2nd Medical-Dental Office Building 10.000 K SF 720 2.44(X)+5.01 79% 21% 29.41 0 0 0 0 23.23 6.18 (Within/Near Hospital Campus) 3rd Medical-Dental Office Building 10.000 K SF 720 2.44(X)+5.01 79% 21% 29.41 0 0 0 0 23.23 6.18 (Within/Near Hospital Campus) Total 1 70.02 0 0 0 0 152.061 17.96 B - 2 Visconsi Medical Facility KH 090225091 Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 4 and 6 PM (a.k.a.): Weekday PM Peak Hour DIRECTIONAL ASSIGNMENTS Gross Trips PASS-BY DIVERTED NEW LINK ITE Trip % % In+Out Floor LAND USES VARIABLE LU In Out In Out In Out code Rate IN OUT (Total) 1st Free-Standing Emergency Room 10.000 K SF 650 1.52 46% 54% 15.20 0 0 0 0 6.99 8.21 2nd Medical-Dental Office Building 10.000 K SF 720 2.26(X)-2.57 23% 77% 20.03 0 0 0 0 4.61 15.42 (Within/Near Hospital Campus) 3rd Medical-Dental Office Building 10.000 K SF 720 2.26(X)-2.57 23% 77% 20.03 0 0 0 0 4.61 15.42 (Within/Near Hospital Campus) Total 1 55.26 0 0 0 0 116.21 1 39.05 B - 3 Kimley>))Horn APPENDIX C COUNT DATA Visconsi Medical Facility September 2025 Traffic Impact Analysis Page C KH 090225091 S Stillaguamish Avenue @ Medical Center Drive Arlington, WA Peds Xing N Leg= 0 7 C Bicycles = 1 Count Period Q v7 HV= 3 Date Time E 7 SB Total= 153 Wed 8/27/2025 4:00 PM-6:00 PM C1 ca to to 149 4 0 183 Medical Center Drive z Intersection 44 m n y H > T Cl) Peak Hour 4:30 PM-5:30 PM .2 J o w Volume 385 X -tea PHF 0.82 0_ =OEM HV 1.6% 193 0 181 5 Approach PHF HV m Q NB Approach 0.78 1.6% t N E NB Total= 186 SB Approach 0.85 2.0 to 7 HV= 3 WB Approach 0.82 0.0 w to Bicycles= 0 Intersection 0.82 1.6 Peds Xing S Leg= 19 PHF=Peak Hour Factor HV=Heavy Vehicles TURNING MOVEMENTS DIAGRAM PEAK HOUR SUMMARY TTRAFFIC DATA GATHERING C- 1 SR-9 @ E Highland Drive Arlington, WA < Peds Crossing North Leg= 0 Bicycles = 0 MoLount Period Heavy Vehicles= 14 Date LL' y r7SB7To7taI 533 Wed 8/27/2025 4:00 PM-6:00 PM Right Thru Left U-Turn 17 387 129 0 659 Hazel Street E Highland Drive 103 0 C11 C N � a9 Intersection 11 „ L v II o n R 2 m rn rn Peak Hour 4:00 PM-5:00 PM 13s > m j 0] N 3 y w o, 0 Volume 1507 0—E = L C .N G II N N II 2 v 9 PHF 0.96 N Vl d L r N O N a cTi j m 14 HV 3.9% 255 a m m w 16 ENVyl It 01h 1 Approach PHF HV Saa 0 21 547 112 NB Approach 0.94 5.0 SB Approach 0.91 2.6% NB Total= 680 V7 EB Approach 0.68 2.4% Heavy Vehicles= 34 WB Approach 0.87 4.0% Bicycles= 0 Intersection 0.96 3.9% Peds Crossing South Leg= 0 PHF=Peak Hour Factor HV=Heavy Vehicles TURNING MOVEMENTS DIAGRAM PEAK HOUR SUMMARY TTRA FFIC DATA GATHERING C- 2 S Olympic Avenue @ E Highland Drive Arlington, WA < Peds Crossing North Leg= 0 3 Bicycles = 0 Count Period C d Q Heavy Vehicles= 0 Date Time .2 Q E SB Total= 144 Wed 8/27/2025 4:00 PM-6:00 PM _T O Right Thru Left U-Turn 20 94 30 0 162 E Highland Drive E Highland Drive 32 N 11 C C') N 26o Intersection 207 v II o n n R ° m u rn L rn Peak Hour 4:00 PM-5:00 PM a6 > �_ m j m N 3 y w o Volume 915 rM o = c to II � N o N 20 PHF 0.92 w U Vl d L y N N a 2 > 0 178 HV 1.9% � 276 a iii R m d w = as h 1 Approach PHF HV z26 0 23 110 67 m NB Approach 0.88 0.0% U-Turn Left Thru Right a SB Approach 0.90 0.0% v NB Total= 200 Q EB Approach 0.83 2.4% O Heavy Vehicles= 0 WB Approach 0.94 3.4% Bicycles= 1 Intersection 0.92 1.9% Peds Crossing South Leg= 0 PHF=Peak Hour Factor HV=Heavy Vehicles TURNING MOVEMENTS DIAGRAM PEAK HOUR SUMMARY TTRA FFIC DATA GATHERING C- 3 S French Avenue @ E Highland Drive Arlington, WA < Peds Crossing North Leg= 1 d Bicycles = 0 Count Period 3 C N QHeavy Vehicles= 2 Date Time s C SB Total= 91 Wed 8/27/2025 4:00 PM-6:00 PM N 1i y Right Thru Left U-Turn 80 0 11 0 66 E Highland Drive E Highland Drive s � N I I N 2 o zas Intersection 40= 206 II o 11 v w N U Peak Hour 4:00 PM-5:00 PM 1 > 3 m m a, w o, 0 Volume 550 o = c to II � N N II so PHF 0.90 ` w U Vl d L y N N a 2 >, � t86 HV 3.5% � 197 a iii > m w 0 Nov Y 01 h 1 Approach PHF HV 1 0 1 0 0 d 3 NB Approach 0.25 0.0% U-Turn Left Thru Right > Q SB Approach 0.95 2.2% t NB Total= 1 tt C EB Approach 0.87 3.3% U. Heavy Vehicles= 0 G7 WB Approach 0.95 4.2% Bicycles= 0 Intersection 0.90 3.5% Peds Crossing South Leg= 0 PHF=Peak Hour Factor HV=Heavy Vehicles TURNING MOVEMENTS DIAGRAM PEAK HOUR SUMMARY TTRA FFIC DATA GATHERING C-4 S Stillaguamish Avenue @ E Highland Drive Arlington, WA < Peds Crossing North Leg= 2 N 7 C Bicycles = 2 Count Period Q s Heavy Vehicles= 2 Date Time to to SB Total= 195 Wed 8/27/2025 4:00 PM-6:00 PM Right Thru Left U-Turn f0 CO) CO) 75 102 18 0 188 E Highland Drive Tveit Road aII M Intersection � a1 II UMLIN°�I cIyI Peak Hour 4:30 PM-5:30 PM 17 > m w2 3 = 0) Volume 669 MII c N II II 50 PHF 0.88 w U Vl d L > y N a 2 0 47 HV 1.8% 82 a iii R m � d w I = 9a I 11 1 11 Approach PHF HV 213 0 70 1zs 17 d NB Approach 0.79 1.9% QU-Turn Left Thru Right s to SB Approach 0.90 1.0% E NB Total= 213 m 7 EB Approach 0.88 1.6% I Heavy Vehicles= 4 WB Approach 0.88 4.3% N Bicycles= 1 Intersection 0.88 1.8% Peds Crossing South Leg= 1 PHF=Peak Hour Factor HV=Heavy Vehicles TURNING MOVEMENTS DIAGRAM PEAK HOUR SUMMARY TTRA FFIC DATA GATHERING C- 5 Medical Center Drive @ Tveit Road Arlington,WA Peds Crossing North Leg = 0 d Approach PHF HV Bicycles = o L SB Approach 0.75 0.0% —0 Heavy Vehicles= 0 C d EB Approach 0.73 1.2% U SB Total= 9 10 c> WB Approach 0.88 3.2% yRight Left U-Turn Date Time Intersection 0.88 1.9% 7 2 0 2 Wed 8/27/2025 4:00 PM-6:00 PM Twit Road Tveit Road 0 Am N 0 7u u Intersection u u n .2I J Peak Hour 4:30 PM-5:30 PM ss � T N m 7 N � R m N 3 u Volume 154 u = w c o I� PHF 0.88 c II V II U U � j F 2 HV 1.9% y IL >' m sz .` o- m R w 80 PHF=Peak Hour Factor HV=Heavy Vehicles TURNING MOVEMENTS DIAGRAM PEAK HOUR SUMMARY TTRAFFIC DATA GATHERING C- 6 SR-9 @ 204th Street NE Arlington, WA < Peds Crossing North Leg= 3 Bicycles = 0 t Period Heavy Vehicles= 19 Date LL' y r7s To7t-I 552 Wed 8/27/2025 4:00 PM-6:00 PM Right Thru Left U-Turn 143 332 77 0 638 204th Street NE 204th Street NE 130 n u 1 " N o a5s Intersection � 259 „ 0 11 N � R r d � N U Peak Hour 4:30 PM-5:30 PM 170 T �_ 3 m u 01 w c 1 Volume 2334 1 140 PHF 0.96 ` " U V " N s y " N y a cTi T 395 HV 2.5% 628 a m m W m = 107 y 1 Approach PHF HV sos o 56 368 155 NB Approach 0.80 3.8% U-Turn Left Thru Right SB Approach 0.94 3.4% NB Total= 579 V7 EB Approach 0.85 1.7% Heavy Vehicles= 22 WB Approach 0.93 1.3% Bicycles= 0 Intersection 0.96 2.5% Peds Crossing South Leg= 3 PHF=Peak Hour Factor HV=Heavy Vehicles TURNING MOVEMENTS DIAGRAM PEAK HOUR SUMMARY TTRA FFIC DATA GATHERING C- 7 Kimley>))Horn APPENDIX D TURNING MOVEMENT CALCULATIONS Visconsi Medical Facility September 2025 Traffic Impact Analysis Page D KH 090225091 1 S Stilla Ave @ Med Center Dr Synchro ID: 1 Existing Peds a 0 b Average Weekday Bikes 8 1 1 8 PM Peak-Hour 153 336 183 0 14949 1 4 m a a b ti ft S Stillaguamish Avenue a 2 a 4 Date: 8/27/2025 0 a 0 46 0 rr 44 a T Data Source: TDG 0 0 385 Medical Center Drive 55 3 North a 0 z PHF: 0.82 0 0 0 a 9 8 a 1 0 4 S Stillaguamish Avenue 8 EB HVF= 0% a d R p Ia d WB HVF= 0% a in0 181 5 F NB HVF= 2% 193 379 186 SB HVF= 2% p 0 p Bikes a 19 a Peds No-Build Peds a 0 a Average Weekday Bikes 8 1 1 8 PM Peak-Hour 162 356 194 Y 0 158 1 4 m 0- Year: 2028 a 8 ti Years of Growth= 3 p S Stillaguamish Avenue a 2 a 4 Growth Rate= 2.0% 0 a 0 49 0 Growth Factor= 1.06 0 47 afl T 0 0 0 408 Medical Center Drive 58 North Grow Peds? No b 0 Grow Bikes? No 0 0 0 b 9 8 a 0 a S Stillaguamish Avenue 4 a in 0 192 5 205 402 197 F p 0 p Bikes a 19 a Peds Development Trips Peds a 0 a Average Weekday Bikes 8 0 4 PM Peak-Hour 2 6 4 0 0 2_j in a Development a 8 ti p S Stillaguamish Avenue a 4 a p 0 a 0 4 0 a 0 a T 0 0 0 Medical Center Drive 6 0 North a T 0I b 2 4 S Stillaguamish Avenue 8 a d a 4 Za a in 0 0 0 0 0 0 F p 0 p Bikes a 0 a Peds Build Trips Peds a 0 b Average Weekday Bikes b 1 1 b PM Peak-Hour 164 362 198 Y 0 158 1 6 in a a a b p S Stillaguamish Avenue a 6 a p 0 a 0 53 0 a 47 a T 0 0 0 414 Medical Center Drive 64 3 North a 0 0 0 0 b 11 b b 0 b S Stillaguamish Avenue 8 a d a 4 Za a in 0 192 5 205 402 197 F p 0 p Bikes a 19 a Peds D - 1 2 SR-9 @ E Highland Dr Synchro ID: 2 Existing Peds a 0 b Average Weekday Bikes 8 0 8 PM Peak-Hour 1 533 1,1921 659 387 17 387 129 in a 011 4 4 SR-9 a 103 a Q Date: 8/27/2025 49 a 11 253 0 a 139 a T Data Source: TDG 0 90 1,507 0 508 0 North a Al z PHF: 0.96 0 4a 255 8 a c, SR-9 8 EB HVF= 2% a d R Q Ia d WB HVF= 4% a in21 1 547 112 NB HVF= 5% F 544 1 1,2241 680 80 SB HVF= 3% Q 0 Bikes a 0 b Pees No-Build Peds a 0 b Average Weekday Bikes 8 0 1 8 PM Peak-Hour 566 1,2651 699 Y 18 411 137 in a Year: 2028 a 8 4 Years of Growth= 3 Q SR-9 a 109 a Q Growth Rate= 2.0% 52 a 12 269 0 Growth Factor= 1.06 a 148 a T 0 96 1,600 0 540 0 North Grow Peds? No a 10 Grow Bikes? No 0 44 15 b 271 8 a 19 c, SR-9 8 a d R Q Za a in 1 22 119 F 578 1,299 721 721 Q 0 Q Bikes a 0 a Peds Development Trips Peds a 0 a Average Weekday Bikes 8 0 8 PM Peak-Hour 2 6 4 0 0 2_j in a Development a 8 ti 4 SR-9 aF a 4 0 a16 0 a T 0 0 23 0 23 0 North a 0 0 0 0 b 7 8 b 0 4 SR-9 8 a d R Q Za a in 0 0 5 12 17 5 F Q 0 Q Bikes a 0 b Peds Build Trips Peds a 1 0 b Average Weekday Bikes 8 0 8 PM Peak-Hour 568 1,271 703 Y F_ I 18 411 139 in a O 4 ti 4 SR-9 a 113 a Q 52 a 12 285 0 a 160 a T 0 96 1,623 0 563 0 North a 10 0 44 15 a 278 8 b 19 4 SR-9 8 a d a 4 Za a in 1 22 124 F 590 1,316 726 726 Q 1 0 Q Bikes a 0 b Peds D -2 3 S Olympic Ave @ E Highland Dr Synchro ID: 3 Existing Peds a 0 b Average Weekday Bikes 8 0 1 8 PM Peak-Hour 144 306 162 20 94 30 in a '? 11 4 S Olympic Avenue a 32 a 4 Date: 8/27/2025 250 a 207 325 0 r 86 a T Data Source: TDG 496 E Highland Drive 915 E Highland Drive 600 0 North a 20 PHF: 0.92 0 [ 48 46 178 a 275 8 a 4 S Olympic Avenue 8 EB HVF= 2% a d R p Ia d WB HVF= 3% a in23 110 67 F NB HVF= 0% 228 428 200 SB HVF= 0% 4 1 Q Bikes a 0 a Peels No-Build Peds a 0 b Average Weekday Bikes 8 0 8 PM Peak-Hour 153 325 172 Y 21 100 32 in a Year: 2028 a 8 ti Years of Growth= 3 p S Olympic Avenue a 34 a 4 Growth Rate= 2.0% 265 a 220 345 0 Growth Factor= 1.06 a 91 a T 1 526 E Highland Drive 971 E Highland Drive 637 0 North Grow Peds? No b 21 Grow Bikes? No 0 261 189 b 292 8 b 51 ti S Olympic Avenue 8 a m a 4 Za a in 24 117 71 242 454 212 F 4 1 Q Bikes a 0 b Peds Development Trips Peds a 0 b Average Weekday Bikes 8 0 4 PM Peak-Hour 2 8 6 0 0 2_j in a Development a 4 ti 4 S Olympic Avenue a 6 a 4 16 a 16 24 0 a 2 a T 0 23 E Highland Drive 34 E Highland Drive 34 0 North a [To 0 b 10 4b4 S Olympic Avenue 4 a d a 4 Za a in 0 0 1 2 3 1 F 4 0 Q Bikes a 0 b Peds Build Trips Peds a 0 b Average Weekday Bikes 4 0 8 PM Peak-Hour 155 333 178 Y 21 100 34 in a a a b 4 S Olympic Avenue a[g3 a 4 281 a 369 0 a a T 1 549 E Highland Drive 1,005 E Highland Drive 671 0 North a 21 0 268 196 b 302 4 b 51 b S Olympic Avenue 4 a in 24 117 72 244 457 213 F Q 1 Q Bikes a 0 b Peds D -3 4 S French Ave @ E Highland Dr Synchro ID: 4 Existing Peds a 1 a Average Weekday Bikes 8 0 8 PM Peak-Hour 91 157 66 80 1 0 11 1 1 m a a u ❑ ft S French Avenue a 6 a 4 Date: 8/27/2025 286 a 205 212 1 a 1 a T Data Source: TDG 0 532 E Highland Drive 550 E Highland Drive 409 0 North a 60 PHF: 0.90 1 246 186 b 197 8 b 0 4 8 EB HVF= 3% a d R p Ia d WB HVF= 4% a in1 0 F NB HVF= 0% 1 1 2 1 SB HVF= 2% p 0 p Bikes a 0 a Pees No-Build Peds a 1 a Average Weekday Bikes 8 0 1 8 PM Peak-Hour 97 167 70 Y 85 0 12 in a Year: 2028 a 8 ❑ Years of Growth= 3 p S French Avenue a 6 a p Growth Rate= 2.0% 304 a 218 225 1 Growth Factor= 1.06 a 1 a T 0 565 E Highland Drive 584 E Highland Drive 434 0 North Grow Peds? No a Grow Bikes? No 1 F�O b 209 8 b ❑ a m a 4 Za a m � 1 0 0 1 2 1 p 0 p Bikes a 0 b Peds Development Trips Peds a 0 a Average Weekday Bikes 8 0 8 PM Peak-Hour 1 4 3 0 0 1_j in a Development a 8 ❑ `t S French Avenue a 3 a p 24 a 24 27 0 a 0 a T 0 34 E Highland Drive 38 E Highland Drive 38 0 North a 0F�O b 11 8 a ❑ 8 a d a 4 Za a in 0 0 0 0 0 0 F p 0 p Bikes a 0 a Peds Build Trips Peds a 1 1 a Average Weekday Bikes 4 0 8 PM Peak-Hour 98 171 73 Y 85 0 13 in a a a ❑ 4 S French Avenue a 9 a p 328 a 242 252 1 a 1 a T 0 599 E Highland Drive 622 E Highland Drive 472 0 North a 1 ilo a 220 4 a ❑ 4 a in I 1 0 0 1 1 2 1 1 p 1 0 p Bikes a 0 b Peds D -4 5 S Stilla Ave @ E Highland Dr Synchro ID: 5 Existing Peds a 2 a Average Weekday Bikes 8 2 1 8 PM Peak-Hour 195 383 188 75 10202 1 18 m a '1 b ❑ ft S Stillaguamish Avenue a 12 a p Date: 8/27/2025 186 a 41 70 0 rr 17 a T Data Source: TDG 2 377 E Highland Drive 669 E Highland Drive 152 North a a94 PHF: 0.88 0 a 82❑ S Stillaguamish Avenue EB HVF= 2% a d R p Ia d WB HVF= 4% a in70 213 17 F NB HVF= 2% 213 426 213 SB HVF= 1% p 1 p Bikes a 1 a Peels No-Build Peds a 2 a Average Weekday Bikes 8 2 1 8 PM Peak-Hour 207 407 200 Y 80 108 1 19 in a Year: 2028 a 8 ❑ Years of Growth= 3 p S Stillaguamish Avenue a 13 a p Growth Rate= 2.0% 198 a 44 75 0 Growth Factor= 1.06 0 18 a T 2 401 E Highland Drive 711 E Highland Drive 162 3 North Grow Peds? No a Grow Bikes? No 0 FalOO b 87 8 a ❑ S Stillaguamish Avenue 8 a m a 4 Za a in 74 134 18 226 452 226 F p 1 p Bikes a 1 b Peds Development Trips Peds a 0 b Average Weekday Bikes 8 0 8 PM Peak-Hour 0 0 0 0 0 0_j in a Development a 8 ❑ `t S Stillaguamish Avenue a 0 a p 27 a 27 33 0 a 6 a T 0 38 E Highland Drive 46 E Highland Drive 46 0 North a 0 0 11 11 b 13 8 b 0 ❑ S Stillaguamish Avenue 8 a d a 4 Za a in 0 0 2 6 8 2 F p 0 p Bikes a 0 a Peds Build Trips Peds a 1 2 a Average Weekday Bikes 4 2 8 PM Peak-Hour 207 407 200 Y 80 108 19 in a a a ❑ 4 S Stillaguamish Avenue aff a p 225 a 108 0 a T 2 439 E Highland Drive 757 E Highland Drive 208 3 North b 53 0 214 61 b 100 4 b 100 ❑ S Stillaguamish Avenue 4 a in 74 134 20 232 460 228 F p 1 p Bikes a 1 b Peds D -5 6 Med Center Dr @ Tveit Rd Synchro ID: 6 Existing Peds a 0 b Average Weekday Bikes 8 0 1 8 PM Peak-Hour 9 11 2 7 0 2_j m 0- 0 ! ❑ p Medical Center Drive a 0 a p Date: 8/27/2025 70 a 63 63 0 a 0 a T Data Source: TDG 0 152 Tveit Road 154 Tveit Road 145 0 North a 2 PHF: 0.88 0 82 80 a 82 8 a 0 ❑ a EB HVF= 1% a d R p Ia d WB HVF= 3% a in0 0 0 F NB HVF= 0% 0 0 0 SB HVF= 0% p 0 p Bikes a 0 a Peels No-Build Peds a 0 a Average Weekday Bikes 8 0 1 8 PM Peak-Hour 9 11 2 Y 7 0 2 in a Year: 2028 a 8 ❑ Years of Growth= 3 p Medical Center Drive a 0 a p Growth Rate= 2.0% 74 a 67 67 0 Growth Factor= 1.06 a 0 a T 0 161 Tveit Road 163 Tveit Road 154 0 North Grow Peds? No b Grow Bikes? No 0F�O b 87 b b ❑ b a m a 4 Za a m 0 0 0 0 0 0 F p 0 p Bikes a 0 b Peds Development Trips Peds a 0 b Average Weekday Bikes 8 0 b PM Peak-Hour 0 0 0 0 0 0 ina Development a 8 ❑ `t Medical Center Drive a 0 a p d 1 1 0 a 0 a T 0 3 Tveit Road F3 Tveit Road 3 0 North a 0 0 2 2 a 2 b a 0 ❑ b a d a 4 Za a in 0 0 0 0 0 0 F p 0 p Bikes a 0 a Peds Build Trips Peds a 0 b Average Weekday Bikes 4 0 8 PM Peak-Hour 9 11 2 Y 7 0 2 in a a a ❑ 4 Medical Center Drive aE608 a p 75 a 68 a T 0 164 Tveit Road 166 Tveit Road 157 0 North a 2 � I 0 89 87 b 89 4 b 0 ❑ b a in 0 0 0 0 0 0 tt 0 tt Bikes a 0 b Peds D -6 7 SR-9 @ 204th St NE Synchro ID: 7 Existing Peds a 3 b Average Weekday Bikes 8 0 1 8 PM Peak-Hour 2 1,191 33 639 143 332 77 1in a 0 !1 4 SR-9 aR,2� a Q Date: 8/27/2025 458 a 560 2 a T Data Source: TDG 0 1,101 204th Street NE 2,334 204th Street NE 1,187 2 North a PHF: 0.96 4 643 [E107 a 627 8 a o SR-9 8 EB HVF= 2% a d R Q Za d WB HVF= 1% a in56 1 368 155 NB HVF= 4% r 610 1 1,1891 579 579 SB HVF= 3% Q 0 Bikes a 3 b Pees No-Build Peds a 3 b Average Weekday Bikes 8 0 8 PM Peak-Hour 586 1,2651 679 Y 152 352 82 in a Year: 2028 a 8 4 Years of Growth= 3 Q SR-9 a 138 a 4 Growth Rate= 2.0% 486 a 275 594 2 Growth Factor= 1.06 a 181 a T 0 1,169 204th Street NE 2,477 204th Street NE 1,259 2 North Grow Peds? No a Grow Bikes? No 4 [�l b 665 8 a c, SR-9 4 a d R Q Za a in 59 61 164 F 647 1,261 614 Q 0 Q Bikes a 3 a Peds Development Trips Peds a 0 a Average Weekday Bikes 8 0 8 PM Peak-Hour 12 17 5 01 4 8 0_j in a Development a 8 ti 4 SR-9 a 0 a Q a a o 0 0 a 0 a T 0 6 204th Street NE 17 204th Street NE 0 0 North a 2 0 2 0 b 0 8 b 0 ti SR-9 8 a d R Q Za a in 0 3 0 8 11 3 F Q 0 Q Bikes a 0 b Peds Build Trips Peds a 1 3 b Average Weekday Bikes 8 0 8 PM Peak-Hour 598 1,2821 684 Y 156 360 82 in a 4 SR-9 a 138 a Q 490 a 275 594 2 a 181 a T 0 1,175 204th Street NE 2,494 204th Street NE 1,259 2 North a Z41 4 685 b 665 8 a b SR-9 8 a d a 4 Za a in 59 164 F 655 1,272 617 617 Q 1 0 Q Bikes a 3 b Peds D -7 8 Site Access @ Medical Drive Synchro ID: 8 Existing Peds a 0 b Average Weekday Bikes 8 0 8 PM Peak-Hour 0 0 0 0 0 0_j in a- a b ti Q Site Access R 0 a ft Date: 8/27/2025 46 a 46 46 0 a 0 a T Data Source: TDG 0 55 Medical Drive 55 Medical Drive 55 0 North a 0 z PHF: 0.82 0 9 9 a 9 8 bj 0 4 b EB HVF= 0% a d R Q Ia d WB HVF= 0% a in0 0 0 NB HVF= 0% 0 0 0 SB HVF= 0% Q 0 Bikes a F 3 b Pees No-Build Peds a 0 b Average Weekday Bikes 8 0 8 PM Peak-Hour 0 0 0 Y 0 0 0 in a Year: 2028 a 8 4 Years of Growth= 3 Q Site Access R 0 a Q Growth Rate= 2.0% 49 a 49 49 0 Growth Factor= 1.06 0 0 a T 0 59 Medical Drive 59 Medical Drive 59 0 North Grow Peds? No a Grow Bikes? No 0 [�O b 10 u a a a in 0 0 0 0 0 0 F Q 0 Q Bikes a 3 a Peds Development Trips Peds a 0 a Average Weekday Bikes 8 0 8 PM Peak-Hour 0 0 0 0 0 0_j in a Development a 8 ti Q Site Access R 0 a Q 2 a o 0 0 a o a T 0 7 Medical Drive �7 Medical Drive 0 0 North a 0 0 5 0 b 0 8 b 5 ti 8 a d R Q P a in 2 0 0 5 7 2 F Q 0 Q Bikes a 0 b Peds Build Trips Peds a 0 b Average Weekday Bikes 8 0 PM Peak-Hour 0 0 0 Y 0 0 0 in a- a a b Q Site Access REZ9 a Q 51 a 49 0 a T 0 66 Medical Drive 66 Medical Drive 59 0 North a 0 0 15 10 b 10 8 b 5 4 8 a d R 4 Za a in 2 0 0 5 7 2 F Q 0 Q Bikes a 3 b Peds D -8 9 Site Access @ Tveit Road Synchro ID: 9 Existing Peds a 0 b Average Weekday Bikes 8 0 1 8 PM Peak-Hour 0 0 0 0 0 0 m a a b ti It Site Access a 0 a Date: 8/27/2025 70 a 70 70 t2 0 a T Data Source: TDG 0 152 Tveit Road 152 Tveit Road 152 North a 0 PHF: 0.88 0 82 82 a 82 b b 0 4 EB HVF= 1% a d R p Ia m WB HVF= 4% a in0 0 0 F NB HVF= 0% 0 0 0 SB HVF= 0% p 0 p Bikes 0 a Peels No-Build Peds a 0 b Average Weekday Bikes 8 0 1 8 PM Peak-Hour 0 0 0 Y 0 0 0 in a Year: 2028 a 8 4 Years of Growth= 3 p Site Access a 0 a p Growth Rate= 2.0% 74 a 74 74 0 Growth Factor= 1.06 a 0 a T 0 161 Tveit Road 161 Tveit Road 161 0 North Grow Peds? No Grow Bikes? No 0 87 87 b 87 b b 0 4 b a m 0 0 0 0 0 0 F p 0 p Bikes a 0 b Peds Development Trips Peds a 0 b Average Weekday Bikes 8 0 1 8 PM Peak-Hour 35 49 14 33 0 2_j in a Development a 8 ti p Site Access a 1 a p 33 a 0 1 0 a 0 a T 0 46 Tveit Road 49 Tveit Road 3 0 North a 13 0 13 0 b 2 b b 0 4 b a d a 4 Za a in 0 0 0 0 0 0 F tt 0 tt Bikes a 0 a Peds Build Trips Peds a 0 b Average Weekday Bikes b 0 1 b PM Peak-Hour 35 49 14 Y 33 0 2 in a 4 Site Access a 1 a It 107 a 74 75 0 a 0 a T 0 207 Tveit Road 210 Tveit Road 164 0 North b 13 0 100 87 b 89 4 b 0 b b a in 0 0 0 0 0 0 p 0 p Bikes a 0 b Peds D -9 Kimley >>> Horn APPENDIX E LEVEL OF SERVICE ANALYSIS Visconsi Medical Facility September 2025 Traffic Impact Analysis Page E KH 090225091 HCM 7th TWSC 1: S Stillaguamish Avenue & Medical Center Drive VisconsiWicalFacility Lteisect, Int Delay,s/veh 1.5 NbvementW WBL WBR NBT NBR SBL SBT Lane Configurations Y T Ot Traffic Vol,veh/h 44 2 181 5 4 149 Future Vol,veh/h 44 2 181 5 4 149 Conflicting Peds,#/hr 19 0 0 3 3 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None — Storage Length - - - - - - Veh in Ntdian Storage,# 0 - 0 - - 0 — Grade,% 0 - 6 - - -6 Peak Hour Factor 82 82 82 82 82 82 — Heavy Vehicles,% 0 0 2 2 2 2 NUnt Fbw � 221 6 5 182 Nhjor/Mnor Mnorl —7Mjorl Major2 Conflicting Flow All 437 227 0 0 230 0 Stage 1 227 - - - - - Stage 2 210 - - - - - Critical Hdwy 6.4 6.2 - - 4.12 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdv y Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.218 - Pot Cap-1 Maneuver 580 818 - - 1338 - i Stage 1 816 - - - - - Stage 2 829 - - - - - Platoon blocked,% - - - Nbv Cap-1 Maneuver 566 815 - - 1334 - — Nbv Cap-2 Maneuver 566 - - - - - Stage 1 813 - - - - - — Stage 2 811 - - - - - Approach )AB NB SB kI MControl Delay,s/vl 1.96 0 0.2 HCMLOS B Mnorlane/NhjorMvmt NBT NBRWBLnI SBL SBT Capacity(veh/h) - - 574 47 - HCMLane V/C Ratio - - 0.098 0.004 - HCMControl Delay(s/veh) - - 12 7.7 0 HCMLane LOS - - B A A HCM95th°/file Q(veh) - - 0.3 0 - 2025 Existing Conditions PMPeak Hour Km ley--Hom&Associates,Inc[AB 090225091] Synchro 12 Report E - 1 Timings 2: SR-9 & Hazel Street/E Highland Drive MsconsiAdicalFacility lane Group EBL EBT WBL VMT NM NBT SBL SBT Lane Configurations 4- 4* 1. to Traffic Uohune(vph) 9 14 139 11 21 547 129 387 Future Uohune(vph) 9 14 139 11 21 547 129 387 Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Pemutted Phases 4 8 2 A ate ctorPhase 4 4 8 8 5 2 1 6 Switch Phase Mnunum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 33.1 33.1 22.5 22.5 10.5 31.7 IF.5 22.5 Total Split(s) 40.1 40.1 40.1 40.1 30.5 71.7 30.5 71.7 Total Split(%) 28.2% 28.2% 28.2% 28.2% 21.4% 50.4% 21.4% 50.4% YellowTime(s) 3.1 3.1 3.1 3.1 3.5 4.7 3.5 4.7 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.1 5.5 6. Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes 9Wes RecallNbde None None None None None Min None Mn Intersection Summary - Cycle Length: 142.3 Actuated Cycle Length:95.4 Natural Cycle:90 Control Type:Actuated-Uncoordinated Splits and Phases: 2:SR-9&Hazel Street/E Hghland Drive 01 +1 02 1404 05 06 08 30.5 s 2025 Existing Conditions PMPeak Hour Kunley-Hom&Associates,Inc[AB 090225091] Synchro 12 Report E -2 HCM 7th Signalized Intersection Summary 2: SR-9 & Hazel Street/E Highland Drive VisconsiAdicalFacifity � --I. --,* f- 4-- 4N t 0 4 -� 1Vbvement EBL EBT EBR WBL WBT WBR NBL NBT NBR Lane Configurations 4• T. Traffic Volume(veh/h) 91 14a 18 139 21 547 112 129 387 17 Future Volume(veh/h) 9 14 18 139 11 103 21 547 112 129 387 17 Initial Q(Qb),veh 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 pb'I) 1.00 J1 1.00 lmbild.00 11.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach JEW'No W'V No OEM-- No MEL No Adj Sat Flow,veh/h/ln 1870 1870 1870 1841 1841 1841 1826 1826 1826 1856 1856 1856 Adj FlowRate,veh/h M 15 19 145 22 570 MEN" 134 403 18 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% M 2 2 4 5 5 1 3 3 3 Cap,veh/h 111 167 168 250 28 133 477 664 136 306 873 39 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.03 0.45 0.45 0.07 0.50 0.50 Sat Flow,veh/h 207 751 758 749 124 599 1739 1470 302 1767 1763 79 Grp Volume(v),veh/h 43 0 _263 0 0 22 0 687 134 0 421 Grp Sat Flo*s),veh/h/ln 1716 0 0 1473 0 0 1739 0 1772 1767 0 1841 Q Serve(g_s),s 0.0 0.0 �9.9 0.0 0.0 0.4 0.0 23.3 2.6 0.0 10.0 Cycle Q Clear(g c),s 1.3 0.0 0.0 11.3 0.0 0.0 0.4 0.0 23.3 2.6 0.0 10.0 Prop In Lane 0.21 0.44 0.55 0.41 1.00 0.17 1.00 0.04 Lane Grp Cap(c),veh/h 446 0 0 410 0 0 477 0 800 306 0 912 VC Ratio( � 0.10 0.00 0.00 0.64 0.00 0.00 0.05 0.00 0.86 0.44 0.00 0.46 Avail Cap(c a),veh/h 922 0 0 844 0 0 1081 0 1717 844 0 1784 HCMPIatoon Ratio r 1.00 00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 UpstreamFiilter(1) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh 2AW.0 0.0 24.6 0.0 0.0 9.7 0.0 16.5 13.3 0.0_ Incr Delay(d2),s/veh 0.1 0.0 0.0 1.7 0.0 0.0 0.0 0.0 2.8 1.0 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 djIML 0.0 0.0 0.0 -LgdMMjwMwO.0 0.0 0.0 0.0_ 1111e BackO1Q(501/o),veh/1n 0.5 0.0 0.0 4.0 0.0 0.0 0.1 0.0 8.1 0.9 0.0 3.3 Unsig.Nbvement Delay,s/veh LnGtp Delay(d),s/veh 20.9 0.0 0.0 26.3 0.0 0.0 9.7 0.0 19.3 14.3 0.0 11.5 InGrp LOS = C '111B Approach Vol,veh/h 43 263 709 555 Approach Delay,s/veh 26.3 Approach LOS C C B B Titer-Assigned Phs 1 '� 4 5 8 Phs Duration(G+Y+Rc),s 10.1 37.0 20.0 7.2 39.9 20.0 Change Period(Y+Rc),s 5.5 6.7 5.1 5.5 6.7 5.1 Nbx Green Setting(Gmax),s 25.0 65.0 35.0 25.0 65.0 35.0 Nhx Q Clear Torte(gc+Il),s 4.6 25.3 3.3 2.4 12.0 13.3 Green Ext Time(p c),s 0.3 5.0 0.2 0.0 2.6 1.7 Intersection Sunnnaiy i 11CM7th Control Delay,s/veh 17.8 11CM7th LOS B 2025 Existing Conditions PMPeak Hour Kirnley-Hom&Associates,Inc[AB 090225091] Synchro 12 Report E -3 HCM 7th AWSC 3: S Olympic Avenue & E Highland Drive VisconsiWicalFacility Ltersectio Intersection Flay,s/veh 13 Intersection LOS — Nbvement EBL EBT EBR WBL WITf WBR NBL NBT NBR SBL SBT SBR — Lane Configurations 4* 4. 4 4 Traffic Vol,veh/h 20 178 48 86 207 32 23 110 67 30 94 20 Future Vol,veh/h 20 178 48 86 207 32 23 110 67 30 94 20 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles,% 2 2 2 3 3 3 0 0 0 0 0 0 M u t Flow 22 193 52 93 225 35 25 120 73 33 102 22 Number oflanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach E Opposing Approach WB EB SB NB Opposing lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes Le$ 1 1 1 1 Conflicting Approach RighNB SB WB EB Conflicting Lanes Right 1 1 1 1 FICMControl clay,s/velb2.4 14.9 11.8 11.2 HCMLOS B B B B Lane —w1W NBLn1 EBLn1WBLnl SBLn1 Vol Let% 12% 8% 26% 21% Vol Rru,% 55% 72% 64% 65% Vol Right,% 34% 20% 10% 14% Sign Control Stop I Stop Stop Stop , Traffic Vol byLane 200 246 325 144 IT Vol 23 J 20 86 30 , Through Vol 110 178 207 94 RT Vol I 00� 48 32 20 Lane F1owRate 217 267 353 157 Geometry Grp 1 1 1 1 i Degree oftU N 0.346 0.411 0.539 0.26 Departure Headway(Hd) 5.733 5.53 5.497 5.99 Convergence,Y/N Yes Yes Yes Yes Cap 1 624 647 654 595 Service Time 3.807 3.596 3.558 4.072 HCMLane V/C Ratio A 0.348 0.413 0.54 0.264 HCMControlDelay,s/veh 11.8 12.4 14.9 11.2 HCMLane LDS B B B B HCM95th-tile Q 1.5 2 3.2 1 2025 Existing Conditions PMPeak Hour Kimley--Horn&Associates,Inc[AB 090225091] Synchro 12 Report E -4 HCM 7th TWSC 4: S French Avenue & E Highland Drive VisconsiWicalFacility Lteisectio Int Delay,s/veh 2.7 NbvementW EBL EB BR WBL WBT MR ML N13T MR SBL SBT SBR Lane Configurations 4* 4- 4+ .�. Traffic Vol,veh/h 60 186 0 1 205 6 1 0 0 11 0 80 - Future Vol,veh/h 60 186 0 1 205 6 1 0 0 11 0 80 Conflicting Peds,#/hr 1 0 0 0 0 1 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in NLdian Storage,# - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 3 3 3 4 4 4 0 0 0 2 2 2 Mvmt Fbw 67 207 0 1 228 ift 1 0 0 12 0 89 Nhjor/Mnor N1 Conflicting Flow All 235 0 0 207 0 0 570 578 207 574 574 232 Stage 1 - 40 - 234 234 - Stage 2 - - - - - - 230 238 - 340 340 - Critical Hdwy 4.13 - - 4.1W - - 7.1 6.5 6.2 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.12 5.52 - Critical Hdv y Stg 2 - - - - 6.1 5.5 - 6.12 5.52 - Follo-up Hdwy 2.227 - - 2.236 - - 3.5 4 3.3 3.518 4.018 3.318 Pot Cap-1 Maneuver 1326 - - 1353 - - 435 430 839 429 429 807 Stage 1 - - - - - - 679 643 - 769 711 - Stage 2 - - - - - - 777 712 - 675 639 - Platoon blocked,% - - - - Nbv Cap-1 Maneuver 1325 - - 1353 - - 365 405 839 404 404 806 Nbv Cap-2 Maneuver - - - - - - 365 405 - 404 404 - Stage 1 - - - - - - 640 606 - 767 710 - Stage 2 - - - - - - 691 711 - 636 603 - approach EB )AB NB SB kj MControl Delay,s/v 1.92 0.04 14.89 10.82 HCMLOS B B FAnorlane/Nhjor Writ MLnl EBL EBT EBR WBL WBT WBRSBLnl Capacity(veh/h) 365 439 - - 8 - - 720 liCLane V/C Ratio 0.003 0.05 - - 0.001 - - 0.14 F"Control Delay(s/veh) 14.9 7.9 0 - 7.7 0 - 10.8 f"Lane LOS B A A - A A - B HCM95th°/file Q(veh) 0 0.2 - - 0 - - 0.5 2025 Existing Conditions PMPeak Hour Km ley--Hom&Associates,Inc[AB 090225091] Synchro 12 Report E -5 HCM 7th AWSC 5: S Stillaguamish Avenue & E Highland Drive/Tveit Road VisconsiWicalFacility Ltersectio Intersection Delay,s/veh 10.1 Intersection LDS B - Nbvement -9r- EBL EBT EBR WBL WBT WBR NBL NBT MR SBL SBT SBR Lane Configurations 4- 4, 4;b -T. Traffic Vol,veh/h 50 47 94 17 41 12 70 126 17 18 102 75 Future Vol,veh/h 50 47 94 17 41 12 70 126 17 18 102 75 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles,% 2 2 2 4 4 4 2 2 2 1 1 1 Writ Flow 57 53 107 19 47 14 80 143 19 20 116 85 Number oflanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing lanes 1 1 1 1 Conflicting Approach Le It SB NB EB WB Conflicting Lanes Le$ 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCMControl Delay,s/veh 10.1 9.2 10.6 9.8 HCMLOS B A B A Lane NBLn1 EBLn1 WBLnl SBLnl Vol Let% 33% 26% 24% 9% Vol Thru,% 59% 25% 59% 52% Vol Right,% 8% 49% 17% 38% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 213 191 70 195 IT Vol 70 50 17 18 Through Vol 126 47 41 102 RT Vol 1 17 94 12 75 Lane Flow Rate 242 217 80 222 Geometry Grp 1 1 1 1 Degree oftU N 0.333 0.296 0.12 0.293 Departure Headway(Hd) 4.96 4.903 5.429 4.753 Convergence,Y/N Yes Yes Yes Yes Cap 1 716 725 664 747 — Service Time 3.05 2.992 3.429 2.842 HCMLane V/C Ratio 0.338 0.299 0.12 0.297 HCMControl Delay,s/veh 10.6 10.1 9.2 9.8 HCMLane LDS B B A A HCM95th-tile Q 1.5 1.2 0.4 1.2 2025 Existing Conditions PMPeak Hour Kunley--Horn&Associates,Inc[AB 090225091] Synchro 12 Report E -6 HCM 7th TWSC 6: Tveit Road & Medical Center Drive VisconsiWicalFacility Lteisectio Int Delay,s/veh 0.6 NbvementW EBL EBT VvBT )ABR. SBL SBR Lane Configurations .T T Y Traffic Vol,veh/h 2 80 63 0 2 7 Future Vol,veh/h 2 80 63 0 2 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 Ntdian Storage,# - 0 0 - 0 - - Grade,% - -5 5 - 0 - PeakHourFactor 88 88 88 88 88 88 - Heavy Vehicles,% 1 1 3 3 0 0 Mvmt Fbw 2 91 72 0 2 8 Nhjor/Mnor Nhjor= Nhjor2 N1nor2 Conflicting Flow All 72 0 - 0 167 72 Stage 1 - - - - 72 - Stage 2 - - - - 95 - Critical Hdwy 4.11 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical I Idv y Stg 2 - - - - 5.4 - Follow-up Hdwy 2.209 - - - 3.5 3.3 Pot Cap-1 Nhneuver 1535 - - - 828 996 Stage 1 - - - - 956 - Stage 2 - - - - 933 - _ Platoon blocked,% - - - Nbv Cap-1 Nhneuver 1535 - - - 827 996 Nbv Cap-2 Nhneuver - - - - 827 - Stage 1 - - - - 955 - - Stage 2 - - - - 933 - approach EB WB SB kI MControl Delay,s/v 0.18 0 8.82 HCMLOS A FAnorlane/NhjorWnt EBL EBT YyTf MR.SBLnl Capacity(veh/h) 44 - - - 953 IK"MLane V/CRatio 0.001 - - - 0.011 HCMControl Delay(s/veh) 7.3 0 - - 8.8 HCMLane LOS A A - - A HCM95th°/file Q(veh) 0 - - - 0 2025 Existing Conditions PMPeak Hour Km ley--Hom&Associates,Inc[AB 090225091] Synchro 12 Report E -7 Timings 7: SR-9 & 204th Street NE MsconsiAdicalFaciliry --* --I. -,v 'e- *-- t 1 t ` 1 4, lane Group EBL EBT EBR wBL wBT wBR NBL NBT SBL Sgl1SB� Lane Configurations t r + r I t Mi t r Traffic Uohune(vph) 141 395 107 171 259 130 56 368 77 332 143 Future Uohune(vph) 141 395 107 171 259 130 56 368 77 332 143 Turn Type D P+P NA Perm D P+P NA Penn. Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 PemuttedPhases 8 4 4 ate ctorPhase 7 4 4 3 8 8 5 2 1 6 6 Switch Phase Mnunum Initial(s) 5.0 7.0 7.0 5.0 7.0 7.0 5.0 10.0 5.0 10.0 10.0 Minimum Split(s) 10.5 37.1 37.1 10.5 38.9W 38. 41.7 10.5 42.7 Total Split(s) 35.5 35.1 35.1 35.5 35.9 35.9 25.5 71.7 25.5 71.7 71.7 Total Split(%) 21.1% 20.8% 20.8% 21.1% 21.3% 21.3% 15.1% 42.5% 15.1% 42.5% 42.5% ' Yellow Time(s) 3.5 3.1 3.1 3.5 3.9 3.9 3.5 4.7 3.5 4.7 4.7 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.11PP71- 5.1 5.5 5.9 5. 5.5 6.7 6.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes RecallNbde None None None None None None None Nin None Mn Mn Intersection Summary Cycle Length: 168.6 Actuated Cycle Length: 125.9 Natural Cycle: 105 Control Type:Actuated-Uncoordinated Splits and Phases: 7:SR 9&204th Street NE 01 T 02 03 � 04 1 e5 06 07 e8 25.5 s J35.5 s 35.9 s 2025 Existing Conditions PMPeak Hour Kunley-Hom&Associates,Inc[AB 090225091] Synchro 12 Report E -8 HCM 7th Signalized Intersection Summary 7: SR-9 & 204th Street NE MsconsiAdicalFaciliry Nbvement EBL EBT EBR WBL WBT WBR NBL NBT NBR Lane Configurations T r + r I T Traffic Volume(veh/h) 395 107 171 259 130 56 368 155 Future VoMme(veh/h) 141 395 107 171 259 130 56 368 155 77 332 143 Initial Q(Qb),veh -M 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 pbI) 0.97 .00 0.97,bo.00 -A.00 1.00 1 1.00 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 -jMr-No No No_ Adj Sat Flow,veh/h/In 1870 1870 1870 1885 1885 1885 1841 1841 1841 1856 1856 1856 Adj FlowRate,veh/h 47 411 � 178 270 161 80 346_ Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% 2 2 1 1 4 4 4 3 3 3 Cap,veh/h 356 473 388 279 504 415 75 444 187 104 700 592 Arrive On Green 0.08 0.25 0.25 0.10 0.27 0.27 0.04 0.36 0.36 0.06 0.38 0.38 Sat Flow,veh/h 1781 1870 1535 1795 1885 1552 1753 1229 517 1767 1856 1568 Grp Volume(v),veh/h 147 411 111 0 178 270 135 58 ff 0 544 80 346 149 Grp Sat Flo*s),veh/h/ln 1781 1870 1535 1795 1885 1552 1753 0 1746 1767 1856 1568 Q Serve(g_s),s 6.0 21.4 5.9 7.3 12.5 7.1 3.3 0.0 29.4 4.5 14.5 6.7 Cycle Q Clear(g c),s 6.0 21.4 5.9 7.3 12.5 7.1 3.3 0.0 29.4 4.5 14.5 6.7 Prop In Lane � 1.00 1.00 1.00 1.00 1.00 0.30 1.00 1.00 Lane Grp Cap(c),veh/h 356 473 388 279 504 415 75 0 631 104 700 592 VC Ratio( � 0.41 0.87 0.29 0.64 0.54 0.33 0.77 0.00 0.86 0.77 0.49 0.25 Avail Cap(c a),veh/h 737 551 452 637 555 457 344 0 1114 347 1184 1001 HCMPlatoon Ratio r 1.0&_1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 UpstreamFiilter(1) 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 ---7=6.4 30.7 26.8 31.9 29.9 48.3 0.0 30.2 47.3 24.3 21.8 Incr Delay(d2),s/veh 0.8 12.9 0.5 2.4 1.1 0.5 15.2 0.0 5.1 11.4 0.8 0.3 Initial Q Dclay(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 1111e BackO1Q(501/o),veh/1n 2.6 11.4 2.3 3.3 5.8 2.7 1.7 0.0 12.3 2.3 6.1 2.5 Unsig.Nbvement Delay,s/veh LnGtp Delay(d),s/veh 25.3 49.4 31.1 29.2 33.0 30.5 63.5 0.0 35.2 58.7 25.0 22.1 InGrp LOS C D C C C E C C Approach Vol,veh/h 669 583 602 575 Approach Delay,s/veh 41.1 31.3 29.0 Approach LOS D C D C Tinier-Assigned Phs 1 2 3 4 8 Phs Duration(G+Y+Rc),s 11.5 43.5 15.2 31.7 9.9 45.1 13.7 33.1 Change Period(Y+Rc),s 5.5 6.7 5.5 *5.9 5.5 6.7 5.5 5.9 Nbx Green Setting(Gmax),s 20.0 65.0 30.0 *30 20.0 65.0 30.0 30.0 Nbx Q Clear Tune(gc+Il),s 6.5 31.4 9.3 23.4 5.3 16.5 8.0 14.5 Green F-V Tune(pc),s 0.1 5.4 0.5 1.9 0.1 3.9 0.4 2.3 Intersection Sunnn 11CM7th Control Delay,s/veh 35.1 HCM7th LOS D Notes User approved pedestrian interval to be less than phase max green. MA *HCM7th computational engine requires equal clearance times for the phases crossing the barrier. 2025 Existing Conditions PMPeak Hour Ki nley-Hom&Associates,Inc[AB 090225091] Synchro 12 Report E -9 HCM 7th TWSC 1: S Stillaguamish Avenue & Medical Center Drive VisconsiWicalFacility Lteisectio Int Delay,s/veh 1.5 NbvementW WBL WBR NBT NBR SBL SBT Lane Configurations Y T 4 Traffic Vol,veh/h 47 2 192 5 4 158 Future Vol,veh/h 47 2 192 5 4 158 Conflicting Peds,#/hr 19 0 0 3 3 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - - - Veh in Nhdian Storage,# 0 - 0 - - 0 — Grade,% 0 - 6 - - -6 Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles,% 0 0 2 2 2 2 Mvmt Fbw 5M 2 234 6 5 193 - Nhjor/Mnor NC r� Nhjorl Nhjot2 Conflicting Flow All 462 240 0 0 243 0 Stage 1 240 - - - - - - Stage 2 221 - - - - - Critical Hdwy 6.4 6.2 - - 4.12 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdv y Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.218 - Pot Cap-1 Nhneuver 562 804 - - 1323 - i Stage 1 804 - - - - - Stage 2 820 - - - - - — Platoon blocked,% - - - Nbv Cap-1 Nhneuver 548 801 - - 1319 - — Nbv Cap-2 Nhneuver 548 - - - - - Stage 1 802 - - - - - — Stage 2 802 - - - - - Approach )AB NB SB kI MControl Delay,s/v12.27 0 0.19 IICMLOS B Mnorlane/NhjorMvmt NBT NBRWBLnI SBL SBT Capacity(veh/h) - - 555 44 - HCMLane V/C Ratio - - 0.108 0.004 - HCMControl Delay(s/veh) - - 12.3 7.7 0 HCMLane LOS - - B A A HCM95th°/file Q(veh) - - 0.4 0 - 2028 No-Build Conditions PMPeak Hour Km ley--Hom&Associates,Inc[AB 090225091] Synchro 12 Report E - 10 Timings 2: SR-9 & E Highland Drive MsconsiAdicalFaciliry lane Group EBL EBT WBL VMT ML M3T SBL Lane Configurations 4. 40 Tr I Traffic Uohune(vph) 10 15 148 12 22 580 137 411 Future Uohune(vph) 10 15 148 12 22 580 137 411 Turn Type Penn NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Pemutted Phases 4 8 2 ate ctorPhase 4 4 8 8 5 2 1 6 Switch Phase Mnunum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 33.1 33.1 22.5 22.5 10.5 31.7 IF.5 22.5 Total Split(s) 40.1 40.1 40.1 40.1 30.5 71.7 30.5 71.7 Total Split(%) 28.2% 28.2% 28.2% 28.2% 21.4% 50.4% 21.4% 50.4% YellowTime(s) 3.1 3.1 3.1 3.1 3.5 4.7 3.5 4.7 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.1 5.5 6. Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes 9Wes RecallNbde None None None None None Min None Mn Intersection Summary - Cycle Length: 142.3 Actuated Cycle Length: 103.9 Natural Cycle:90 Control Type:Actuated-Uncoordinated Splits and Phases: 2:SR-9&1EE Highland Drive 01 1 02 1404 e5 06 08 30.5 s 2028 No-Bwld Conditions PMPeak Hour Kunley-Hom&Associates,Inc[AB 090225091] Synchro 12 Report E - 11 HCM 7th Signalized Intersection Summary 2: SR-9 & E Highland Drive VisconsiAdicalFacifity � --. --* ' 4-- 4N t r '-* 4 41 Nbvement J EBT EBR WBL WBT W jHr NBR SAW SBTMW Lane Configurations 4, 44 1* t. Traffic Volume(veh/h) � 15 19 148 12 MMM61580 119 137 411 18 Future Volume(veh/h) 10 15 19 148 12 109 22 580 119 137 411 18 Initial Q(Qb),veh 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 pb'I) 1.00 JB.00 .00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach JEW'No Or'M No No Adj Sat Flow,veh/h/ln 1870 1870 1870 1841 1841 1841 1826 1826 1826 1856 1856 1856 Adj F1owRate,veh/h 16 20 154 23 604 124 143 428 19 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% 2 2 2 4 � 4 5 5 5 3 3 3 Cap,veh/h 111 167 168 250 25 137 469 690 142 290 904 40 Arrive On Green 0.23 0.23 0.23 0.23 0.23 0.23 0.03 0.47 0.47 0.07 0.51 0.51 Sat Flow,veh/h 228 728 735 762 111 600 1739 1470 302 1767 1763 78 Grp Volurne(v),veh/h 46 0 0 280 0 0 23 0 728 143 0 447 Grp Sat Flo*s),veh/h/ln 1691 0 0 1474 0 0 1739 0 1772 1767 0 1841 Q Serve(g_s),s 0.0 0.0 0.0 11.8 0.0 0.0 0.5 0.0 27.4 3.0 0.0 11.6 Cycle Q Clear(g c),s 1.6 0.0 0.0 13.3 0.0 0.0 0.5 0.0 27.4 3.0 0.0 11.6 Prop In Lane .22 0.43 0.55 1 0.41 1.00 0.17 1.00 0.04 Lane Grp Cap(c),veh/h 446 0 0 412 0 0 469 0 832 290 0 944 VC Ratio( � 0.10 0.00 0.00 0.68 0.00 0.00 0.05 0.00 0.87 0.49 0.00 0.47 Avail Cap(c a),veh/h 831 0 0 764 0 0 1011 0 1553 765 0 1614 HCMPIatoon Ratio r MMJJ&MM�00 1.00 1.00 1.00 1.00` 1.00 1.00 1.00 1.00 1.00 UpstreamFiilter(1) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh0.0 0.0 27.1 0.0 0.0 10.1 0.0 17.7 14.9 0.0-1.6 Incr Delay(d2),s/veh 0.1 0.0 0.0 2.0 0.0 0.0 0.0 0.0 3.1 1.3 0.0 0.4 Initial Q Dclay(d3),s/veh 0.0 JIMMM 0.0 0.0 0.0 0.0JEEMOM 0.0 0.0 0.0 0.00 0.0 %lle BackO1Q(501/o),veh/1n 0.6 0.0 0.0 4.7 0.0 0.0 0.2 0.0 9.8 1.0 0.0 3.9 Unsig.Nbvement Delay,s/veh LnGtp Delay(d),s/veh 22.8 0.0 0.0 29.0 0.0 0.0 10.1 0.0 20.8 16.2 0.0 12.0 InGrp LOS = C C B- B Approach Vol,veh/h 46 280 751 590 Approach Delay,s/veh �'�8 = 29.0 - Approach LOS C C C B Tinter-Assigned Phs 4 5 8 Phs Duration(G+Y+Rc),s 10.6 41.5 22.1 7.4 44.7 22.1 Change Period(Y+Rc),s 5.5 6.7 5.1 5.5 6.7 5.1 _ Nbx Green Setting(Gmax),s 25.0 65.0 35.0 25.0 65.0 35.0 Nbx Q Clear Torte(gc+Il),s 5.0 29.4 3.6 2.5 13.6 15.3 Green Ext Tine(p c),s 0.3 5.4 0.2 0.0 2.8 1.6 Intersection Sunnnary - HCM7th Control Delay,s/veh 19.3 1]CM7th LOS B 2028 No-Build Conditions PMPeak Hour Kh ley-Hom&Associates,Inc[AB 090225091] Synchro 12 Report E - 12 HCM 7th AWSC 3: S Olympic Avenue & E Highland Drive VisconsiWicalFacility kteisectio Intersection Delay,s/vehl4.1 Intersection LOS - Nbvement EBL EBT EBR WBL WITf WBR NBL NBT NBR SBL SBT SBR - Lane Configurations r, 4* 41 44 Traffic Vol,veh/h 21 189 51 91 220 34 24 117 71 32 100 21 Future Vol,veh/h 21 189 51 91 220 34 24 117 71 32 100 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles,% 2 2 2 3 3 3 0 0 0 0 0 0 Mu t Flow 23 205 55 99 239 37 26 127 77 35 109 23 Number oflanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB Opposing Approach WB EB SB NB Opposing lanes 1 1 1 1 Conflicting Approach left SB NB EB )AB Conflicting Lanes le$ 1 1 1 1 Conflicting Approach RighNB SB M EB Conflicting Lanes Right 1 1 1 1 FICMControl clay,s/ve13.4 16.6 12.7 11.9 HCMLOS B C B B Lane -w1W NBLn1 EBLn1WBLnl SBLn1 Vol Let% 11% 8% 26% 21% Vol Rru,% 55% 72% 64% 65% Vol Right,% 33% 20% 10% 14% Sign Control rm Stop Stop Stop Stop Traffic Vol by Lane 212 261 345 153 IT Vol MR- 24 21 91 32 Through Vol 117 189 220 100 RT Vol 1 51 34 21 - Lane F1owRate 230 284 375 166 Geometry Grp W1 1 1 1 Degree oftU N 0.385 0.448 0.588 0.29 Departure Headway(Hd) 6.012 5.803 5.744 6.288 Convergence,Y/N Yes Yes Yes Yes Cap 1 601 624 634 574 Service Time 4.012 3.803 3.744 4.299 HCMLane V/C Ratio J 0.383 0.455 0.591 0.289 HCMControl Delay,s/veh 12.7 13.4 16.6 11.9 HCMLane LDS C B HCM95th-tile Q 1.8 2.3 3.8 1.2 2028 No-Build Conditions PMPeak Hour Kimley--Horn&Associates,Inc[AB 090225091] Synchro 12 Report E - 13 HCM 7th TWSC 4: S French Avenue & E Highland Drive VisconsiWicalFacility Lteisect, Int Delay,s/veh 2.7 NbvementW EBL MILBR WBL WSf MR ML M3T MR SBL SBT SBR Lane Configurations 46 4 4. 4. Traffic Vol,veh/h 64 197 0 1 218 6 1 0 0 12 0 85 Future Vol,veh/h 64 197 0 1 218 6 1 0 0 12 0 85 Conflicting Peds,#/hr 1 0 0 0 0 1 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Nhdian Storage,# - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 3 3 3 4 4 4 0 0 0 2 2 2 NUnt Fbw 71 219 0 1 242 7 1 0 0 13 0 94 Nhjor/Mnor Nhj Ninorl T\4nor2 Conflicting Flow All 250 0 0 219 0 0 606 613 219 610 610 247 Stage 1 - - - - 361 361 - 249 249 - Stage 2 - - - - - - 244 252 - 361 361 - Critical Hdwy 4.13 - - - 7.1 6.5 6.2 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - 6.1 5.5 - 6.12 5.52 - Follo-up Hdwy 2.227 - - 2.236 - - 3.5 4 3.3 3.518 4.018 3.318 Pot Cap-1 Nhneuver 1310 - - 1339 - - 412 410 826 407 409 Stage 1 - - - - - - 661 629 - 755 701 - Stage 2 - - - - - - 764 702 - 657 626 Ir - Platoon blocked,% - - - - Nbv Cap-1 Nhneuver 1309 - - 1339 - - 340 384 826 381 383 791 Nbv Cap-2 Nhneuver - - - - - - 340 384 - 381 383 - Stage 1 - - - - - - 621 590 - 754 699 - Stage 2 - - - - - - 672 701 - 617 587 - approach EB WB NB SB kj MControl Delay,s/v 1.94 0.03 15.61 11.09 HCMLOS C B FAnorlane/Nhjor Writ NBLnI EBL EBT EBR WBL WBT MR.SBLnI Capacity(veh/h) 340 441 - - 8 - - 698 HCMLane V/C Ratio 0.003 0.054 - - 0.001 - - 0.154 F"Control Delay(s/veh) 15.6 7.9 0 - 7.7 0 - 11.1 HCMLane LOS C A A - A A - B HCM95th°/file Q(veh) 0 0.2 - - 0 - - 0.5 2028 No-Build Conditions PMPeak Hour Kunley-Hom&Associates,Inc[AB 090225091] Synchro 12 Report E - 14 HCM 7th AWSC 5: S Stillaguamish Avenue & E Highland Drive/Tveit Road VisconsiWicalFacility Ltersectio Intersection Delay,s/veh 10.5 Intersection LDS B Nbvement EBL EBT EBR WBL WBT WBR NBL NBT MR SBL SB Lane Configurations 4_ 4- 4 4* Traffic Vol,veh/h 53 50 100 18 44 13 74 134 18 19 108 Future Vol,veh/h 53 50 100 18 44 13 74 134 18 19 108 80 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 _ Heavy Vehicles,% 2 2 2 4 4 4 2 2 2 1 1 1 Writ Flow 60 57 114 20 50 15 84 152 20 22 123 _ Number oflanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB - Opposing Approach WB EB SB NB Opposing lanes 1 1 1 1 Conflicting Approach Ult SB NB EB WB Conflicting Lanes Is$ 1 1 1 1 _ Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 _ HCMControl Delay,s/veh 10.6 9.4 11.1 10.3 HCMLOS B A B B _ Lane NBLn1 EBLn1 WBLnl SBLnl Vol Let% 33% 26% 24% 9% Vol Thru,% 59% 25% 59% 52% _ Vol Right,% 8% 49% 17% 39% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 226 203 75 207 IT Vol 74 53 18 19 Through Vol 134 50 44 108 RT Vol 1 18 100 13 80 Lane Flow Rate 257 231 85 235 Geometry Grp 1 1 1 1 i Degree oftU N 0.367 0.326 0.131 0.322 Departure Headway(Hd) 5.139 5.091 5.552 4.934 Convergence,Y/N Yes Yes Yes Yes Cap 1 701 706 646 729 Service Time 3.164 3.12 3.587 2.961 HCMLane V/C Ratio 0367 Q 327 0.132 0.322 HCMControl Delay,s/veh 11.1 10.6 9.4 10.3 HCMIane LDS B A B HCM95th-tile Q 1.7 1.4 0.4 1.4 2028 No-Build Conditions PMPeak Hour Kunley--Horn&Associates,Inc[AB 090225091] Synchro 12 Report E - 15 HCM 7th TWSC 6: Tveit Road & Medical Center Drive VisconsiWicalFacility Lteised Int Delay,s/veh 0.6 NbvementW EBL EBT W13T )ABR. SBL SBR Lane Configurations .r T Y Traffic Vol,veh/h 2 85 67 0 2 7 Future Vol,veh/h 2 85 67 0 2 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 Nhdian Storage,# - 0 0 - 0 - - Grade,% - -5 5 - 0 - PeakHourFactor 88 88 88 88 88 88 - Heavy Vehicles,% 1 1 3 3 0 0 Mvmt Fbw 2 97 76 0 2 8 Nhjor/Mnor Nhjor= Nhjor2 Nfinot2 Conflicting Flow All 76 0 - 0 177 76 Stage 1 - - - - 76 - Stage 2 - - - - 101 - Critical Hdwy 4.11 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical I Idv y Stg 2 - - - - 5.4 - Follow-up Hdwy 2.209 - - - 3.5 3.3 Pot Cap-1 Nhneuver 1529 - - - 817 991 Stage 1 - - - - 952 - Stage 2 - - - - 928 - Platoon blocked,% - - - Nbv Cap-1 Nhneuver 1529 - - - 816 991 Nbv Cap-2 Nhneuver - - - - 816 - Stage 1 - - - - 950 - Stage 2 - - - - 928 - Approach EB WB SB kI MControl Delay,s/v 0.17 0 8.85 HCMLOS A FAnor Iane/Nhjor NMnt W13T MR.SBLnl Capacity(veh/h) 41 - - - 946 l K"MLane V/C Ratio 0.001 - - - 0.011 HCMControl Delay(s/veh) 7.4 0 - - 8.8 HCMLane LOS A A - - A HCM95th°/file Q(veh) 0 - - - 0 2028 No-Build Conditions PMPeak Hour Km ley--Hom&Associates,Inc[AB 090225091] Synchro 12 Report E - 16 Timings 7: SR-9 & 204th Street NE MsconsiAdicalFaciliry --* --I. ---* 'e- 4--- t 1 t ` 1 4, lane Group EBL EBT EBR wBL wBT wBR NBL NBT SBL s2MB Lane Configurations T r + r t t r Traffic Uohune(vph) 150 419 114 181 275 138 59 391 82 352 152 Future Uohune(vph) 150 419 114 181 275 138 59 391 82 352 152 Turn Type DP+P NA Perm DP+P NA Pemijk. Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Penns tedPhases 8 4 4 ..6 ate ctorPhase 7 4 4 3 8 8 5 2 1 6 6 Switch Phase Mnunum Initial(s) 5.0 7.0 7.0 5.0 7.0 7.0 5.0 10.0 5.0 10.0 10.0 Minimum Split(s) 10.5 37.1 37.1 10.5 38.9W 38. 41.7 10.5 42.7 Total Split(s) 35.5 35.1 35.1 35.5 35.9 35.9 25.5 71.7 25.5 71.7 71.7 Total Split(%) 21.1% 20.8% 20.8% 21.1% 21.3% 21.3% 15.1% 42.5% 15.1% 42.5% 42.5% ' Yellow Time(s) 3.5 3.1 3.1 3.5 3.9 3.9 3.5 4.7 3.5 4.7 4.7 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.11PP71- 5.1 5.5 5.9 5. 5.5 6.7 6.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes RecallNbde None None None None None None None Nin None Mn Mn Intersection Summary Cycle Length: 168.6 Actuated Cycle Length: 132.3 Natural Cycle: 105 Control Type:Actuated-Uncoordinated Splits and Phases: 7:SR 9&204th Street NE 01 T 02 03 � 04 1 e5 06 07 e8 25.5 s J35.5 s 35.9 s 2028 No-Bwld Conditions PMPeak Hour Kunley-Hom&Associates,Inc[AB 090225091] Synchro 12 Report E - 17 HCM 7th Signalized Intersection Summary 7: SR-9 & 204th Street NE MsconsiAdicalFaciliry Nbvement EBL EBT EBR WBL WBT WBR NBL NBT NBR Lane Configurations t r + r I t* Traffic Volume(veh/h) 150 419 114 181 275 JUM 59 391 164 82 52 Future VoMme(veh/h) 150 419 114 181 275 138 59 391 164 82 352 152 Initial Q(Qb),veh 0 0 0 0 0 M 0 0 0 0 r 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-Bke Adj(A pb'I) 0.97 j§1.00 0.97� 11.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach IW"-No W'V No No W- No Adj Sat Flow,veh/h/In 1870 1870 1870 1885 1885 1885 1841 1841 1841 1856 1856 1856 Adj FlowRate,veh/h 156 436 119 189 286 144 61 407 171 85 367 M Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% 2 2 2 1 1 1 4 4 4 3 3 3 Cap,veh/h 344 475 390 264 508 418 79 463 194 109 729 616 Arrive On Green 0.08 0.25 0.25 0.10 0.27 0.27 0.05 0.38 0.38 0.06 0.39 0.39 Sat Flow,veh/h 1781 1870 1535 1795 1885 1553 1753 1230 517 1767 1856 1568 Grp Volume(v),veh/h 156 436 119 1 189 286 144 61 1 0 578 85 367 158 Grp Sat Flo*s),veh/h/ln 1781 1870 1535 1795 1885 1553 1753 0 1746 1767 1856 1568 Q Serve(g_s),s 7.0 25.5 7.1 8.6 14.7 8.4 3.9 0.0 34.7 5.3 16.8 7.6 Cycle Q Clear(g c),s 7.0 25.5 7.1 8.6 14.7 8.4 3.9 0.0 34.7 5.3 16.8 7.6 Prop In Lane � 1.00 1.00 1.00 1.00 r-4.00 0.30 1.00 1.00 Lane Grp Cap(c),veh/h 344 475 390 264 508 418 79 0 657 109 729 616 VC Ratio( � 0.45 0.92 0.31 0.72 0.56 0.341 0.77 0.00 0.88 0.78 0.50 0.26 Avail Cap(c a),veh/h 672 499 409 566 508 418 312 0 1009 314 1072 906 LICMPIatoon Ratio r 1.0W 1.00 1.00 1.00 1.00 1.Oo`.00 1.00 1.00 1.00 1.00 1.00 UpstreamFiter(1) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Lhvfonn Delay(d),s/veh 27.07-�0.8 33.9 29.8 35.4 33.1 53.1 0.0 32.7 52.0 25.8 23.1 Incr Delay(d2),s/veh 0.9 21.6 0.5 3.6 1.6 0.6 14.6 0.0 7.2 11.4 0.8 0.3 Initial Q Dclay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.qlIlllllllllllll�0.0 0.0 0.0 0.0 0.0 %lle BackO1Q(501/o),veh/1n 3.1 14.6 2.7 4.0 7.0 3.3 2.0 0.0 15.1 2.6 7.2 2.9 Unsig.Nbvement Delay,s/veh LnGtp Delay(d),s/veh 27.9 62.4 34.4 33.4 37.0 33.7 67.7 0.0 39.9 63.4 26.6 23.4 InGrp LOS C E C C D C LD -E C C Approach Vol,veh/h 711 619 639 610 Approach Delay,s/veh 50.2 35.1 30.9 Approach LOS D D D C Tinier-Assigned Phs 1 3 4 -0 6 ZS Phs Duration(G+Y+Rc),s 12.4 49.0 16.5 34.5 10.6 50.9 14.8 36.2 Change Period(Y+Rc),s 5.5 6.7 5.5 *5.9 5.5 6.7 5.51 5.9 Nbx Green Setting(Gmax),s 20.0 65.0 30.0 *30 20.0 65.0 30.0 30.0 Nbx Q Clear Tmie(gc+Il),s 7.3 36.7 10.6 27.5 5.9 18.8 9.(r 16.7 Green Ext Tine(p c),s 0.1 5.6 0.5 0.9 0.1 4.2 0.4 2.3 Intersection Sunnnary HCM7th Control Delay,s/veh 40.1 HCM7th LOS D Notes User approved pedestrian interval to be less than phase max green. MA *HCM7th computational engine requires equal clearance times for the phases crossing the barrier. 2028 No-Build Conditions PMPeak Hour Kinley-Ilom&Associates,Inc[AB 090225091] Synchro 12 Report E - 18 HCM 7th TWSC 1: S Stillaguamish Avenue & Medical Center Drive VisconsiWicalFacility Lteisect, Int Delay,s/veh 1.7 NbvementW WBL WBR NBT NBR SBL SBT Lane Configurations Y T Ot Traffic Vol,veh/h 47 6 192 5 6 158 Future Vol,veh/h 47 6 192 5 6 158 Conflicting Peds,#/hr 19 0 0 3 3 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length - - - - - - Veh in Nhdian Storage,# 0 - 0 - - 0 — Grade,% 0 - 6 - - -6 Peak Hour Factor 82 82 82 82 82 82 Heavy Vehicles,% 0 0 2 2 2 2 Mvmt Fbw 5� 234 6 7 193 - Nhjor/Mnor NC r� Nhjorl Nhjot2 Conflicting Flow All 467 240 0 0 243 0 Stage 1 240 - - - - - - Stage 2 226 - - - - - Critical Hdwy 6.4 6.2 - - 4.12 - - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdv y Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.3 - - 2.218 - Pot Cap-1 Nhneuver 558 804 - - 1323 - i Stage 1 804 - - - - - Stage 2 816 - - - - - — Platoon blocked,% - - - Nbv Cap-1 Nhneuver 543 801 - - 1319 - — Nbv Cap-2 Nhneuver 543 - - - - - Stage 1 802 - - - - - — Stage 2 796 - - - - - Approach )AB NB SB kI MControl Delay,s/v12.21 0 0.28 HCMLOS B Mnorlane/NhjorMvmt NBT NBRWBLnI SBL SBT Capacity(veh/h) - - 564 66 - HCMLane V/C Ratio - - 0.115 0.006 - HCMControl Delay(s/veh) - - 12.2 7.7 0 HCMLane LOS - - B A A HCM95th°/file Q(veh) - - 0.4 0 - 2028 Build Conditions PMPeak Hour Km ley--Hom&Associates,Inc[AB 090225091] Synchro 12 Report E - 19 Timings 2: SR-9 & Hazel Street/E Highland Drive MsconsiAdicalFacility lane Group EBL EBT WBL VMT ML NBT SBL Lane Configurations 4. 40 Tr I Traffic Uohune(vph) 10 15 160 12 22 580 139 411 Future Uohune(vph) 10 15 160 12 22 580 139 411 Turn Type Penn NA Perm NA pm+pt NA pnr+pt NA Protected Phases 4 8 5 2 1 6 PemuttedPhases 4 8 2 M ate ctorPhase 4 4 8 8 5 2 1 6 Switch Phase Minunum Initial(s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split(s) 33.1 33.1 22.5 22.5 10.5 31.7 IF.5 22.5 Total Split(s) 40.1 40.1 40.1 40.1 30.5 71.7 30.5 71.7 Total Split(%) 28.2% 28.2% 28.2% 28.2% 21.4% 50.4% 21.4% 50.4% YellowTime(s) 3.1 3.1 3.1 3.1 3.5 4.7 3.5 4.7 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.1 5.5 6. Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes 9Wes RecallNbde None None None None None Min None Min Intersection Summary - Cycle Length: 142.3 Actuated Cycle Length: 107.5 Natural Cycle:90 Control Type:Actuated-Uncoordinated Splits and Phases: 2:SR-9&Hazel Street/E Hghland Drive 01 +1 02 1404 05 06 08 30.5 s 2028 Build Conditions PMPeak Hour Kunley-Horn&Associates,Inc[AB 090225091] Synchro 12 Report E -20 HCM 7th Signalized Intersection Summary 2: SR-9 & Hazel Street/E Highland Drive VisconsiWicalFacifity ---* --I. ---* "(- 4-- 1- 4,\ t r 4 -� Nbvement J EBT EBR )ABL WBT WBR NBL NBT NBR SBT Lane Configurations 4, 4 T. � �► Traffic Volume(veh/h) � 15 19 160 12 WMEM101580 124 139 411 18 Future Volume(veh/h) 10 15 19 160 12 113 22 580 124 139 411 18 Initial Q(Qb),veh 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 pb'I) 1.00 &.00 1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach JEW'No Or'M No No Adj Sat Flow,veh/h/In 1870 1870 1870 1841 1841 1841 1826 1826 1826 1856 1856 1856 Adj FlowRate,veh/h 16 20 167 23 604 129 145 428 19 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% 2 2 2 4 5 5 5 3 3 3 Cap,veh/h 112 171 175 262 23 140 465 685 146 281 904 40 Arrive On Green 0.24 0.24 0.24 0.24 0.24' 0.03 0.47 0.47 0.07 0.51 0.51 Sat Flow,veh/h 234 714 730 790 96 584 1739 1458 311 1767 1763 78 Grp Volurne(v),veh/h 46 0 0 297 - 0 23 0 733 145 0 447 Grp Sat Flo*s),veh/h/ln 1679 0 0 1470 0 0 1739 0 1770 1767 0 1841 Q Serve(g_s),s 0.0 0.0 0.0 13.3 0.5 0.0 29.2 3.2 0.0 12.2 Cycle Q Clear(g c),s 1.6 0.0 0.0 14.9 0.0 0.0 0.5 0.0 29.2 3.2 0.0 12.2 Prop In Lane � 0.22 0.43 0.56 �.00 0.18 1.00 0.04 Lane Grp Cap(c),veh/h 459 0 0 425 0 0 465 0 832 281 0 944 VC Ratio( � 0.10 0.00 0.00 0.70 0.00 0.001 0.05 0.00 0.88 0.52 0.00 0.47 Avail Cap(c a),veh/h 790 0 0 727 0 0 979 0 1476 728 0 1536 LICMPlatoon Ratio rM 1.00�00 1.00 1.00 1.00 1.00`.00 1.00 1.00 1.00 1.00 1.00 UpstreamFiter(1) 1.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay(d),s/veh -'MANEW.0 0.0 28.0 0.0 0.0 10.6 0.0 18.7 15.9 0.0 W.2 Incr Delay(d2),s/veh 0.1 0.0 0.0 2.1 0.0 0.0 0.0 0.0 3.3 1.5 0.0 0.4 hri ial Q Dclay(d3),s/veh 0.0 JIMMM 0.0 0.0 0.0 0.0JEEMOM 0.0 0.0 0.0 0.00 0.0 1111e BackO1Q(501/o),veh/1n 0.7 0.0 0.0 5.4 0.0 0.0 0.2 0.0 10.7 1.1 0.0 4.2 Unsig.Nbvement Delay,s/veh LnGtp Delay(d),s/veh 23.2 0.0 0.0 30.1 0.0 0.0 10.6 0.0 22.0 17.4 0.0 12.6 InGrp LOS = C C 1 C Blp� B Approach Vol,veh/h 46 297 756 592 Approach Delay,s/veh 30.1 MMI Approach LOS C C C B Tuner-Assigned Phs L- 4 5 - Phs Duration(G+Y+Rc),s 10.8 43.3 23.8 7.5 46.7 23.8 Change Period(Y+Rc),s 5.5 6.7 5.1 5.5 - Nhx Green Setting(Gmax),s 25.0 65.0 35.0 25.0 65.0 35.0 Nhx Q Clear Tmie(gc+Il),s 5.2 31.2 3.6 2.5 14.2 Green Ext Time(p c),s 0.3 5.4 0.2 0.0 2.8 1.8 Intersection Sunnnary - HCM7th Control Delay,s/veh 20.4 11CM7th LOS C 2028 Build Conditions PMPeak Hour Kunley-Hom&Associates,Inc[AB 090225091] Synchro 12 Report E -21 HCM 7th AWSC 3: S Olympic Avenue & E Highland Drive VisconsiWicalFacility ktersectio Intersection Delay,s/veh15.4 Intersection LOS — Nbvement EBL EBT EBR WBL WITf WBR NBL NBT NBR SBL SBT SBR — Lane Configurations 4- 4, 4 44 Traffic Vol,veh/h 21 196 51 93 236 40 24 117 72 34 100 21 Future Vol,veh/h 21 196 51 93 236 40 24 117 72 34 100 21 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles,% 2 2 2 3 3 3 0 0 0 0 0 0 Wnt Flow 23 213 55 101 257 43 26 127 78 37 109 23 Number oflanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach E>"� Opposing Approach WB EB SB NB Opposing lanes 1 1 1 1 Conflicting Approach left SB NB EB )AB Conflicting Lanes le$ 1 1 1 1 Conflicting Approach RighNB SB M EB Conflicting Lanes Right 1 1 1 1 HCMControl Delay,s/velh4.2 18.9 13.2 12.3 HCMLOS B C B B Lane —w1W NBLn1 EBLn1WBLnl SBLn1 Vol Let% 11% 8% 25% 22% Vol Rru,% 55% 73% 64% 65% Vol Right,% 34% 19% 11% 14% Sign Control rm Stop Stop Stop Stop Traffic Vol byLane 213 268 369 155 IT Vol MR— 24 21 93 34 Through Vol 117 196 236 100 RT Vol 1 72 51 40 21 Lane Flow Rate 232 291 401 168 Geometry Grp 1 1 1 1 Degree oftU N 0.395 0.476 0.648 0.301 Departure Headway(Hd) 6.144 5.883 5.814 6.437 Convergence,Y/N Yes Yes Yes Yes Cap 1 586 612 626 558 Service Time 4.193 3.927 3.814 4.491 HCMLane V/C Ratio J 0.396 0.475 0.641 0.301 HCMControl Delay,s/veh 13.2 14.2 18.9 12.3 HCMLane LDS B B HCM95th-tile Q 1.9 2.6 4.7 1.3 2028 Build Conditions PMPeak Hour Kimley--Horn&Associates,Inc[AB 090225091] Synchro 12 Report E -22 HCM 7th TWSC 4: S French Avenue & E Highland Drive VisconsiWicalFacility Lteisect, Int Delay,s/veh 2.7 NbvementW EBL EBI BR WBL WBT MR. NBL NBT MR SBL SBT SBR Lane Configurations 40 4. 4. 4. Traffic Vol,veh/h 64 207 0 1 242 9 1 0 0 13 0 85 Future Vol,veh/h 64 207 0 1 242 9 1 0 0 13 0 85 Conflicting Peds,#/hr 1 0 0 0 0 1 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in NLdian Storage,# - - 0 - - 0 - - 0 - Grade,% - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles,% 3 3 3 4 4 4 0 0 0 2 2 2 Mvmt Fbw 71 230 0 1 269 10 1 0 0 14 0 94 Nhjor/Mnor nrl Ninor2 Conflicting Flow All 280 0 0 230 0 0 643 654 230 649 649 275 Stage 1 hk- 372 - 277 277 - Stage 2 - - - - - - 271 282 - 372 372 - Critical Hdwy 4.13 - - 4.1W - - 7.1 6.5 6.2 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.12 5.52 - Critical Hdv y Stg 2 - - - - 6.1 5.5 - 6.12 5.52 - Follo-up Hdwy 2.227 - - 2.236 - - 3.5 4 3.3 3.518 4.018 3.318 Pot Cap-1 Maneuver 1277 - - 1326 - - 389 389 814 383 389 764 Stage 1 - - - - - - 652 622 - 729 681 - Stage 2 - - - - - - 739 681 - 648 619 - Platoon blocked,% - - - - Nbv Cap-1 Maneuver 1276 - - 1326 - - 319 363 814 357 363 763 Nbv Cap-2 Maneuver - - - - - - 319 363 - 357 363 - Stage 1 - - - - - - 611 583 - 728 680 - Stage 2 - - - - - - 647 680 - 607 579 - approach EB WB NB SB kj MControl Delay,s/v 1.89 0.03 16.33 11.49 HCMLOS C B FAnorlane/Nhjor Wnt NBLnI EBL EBT EBR ML WBT MR.SBLnI Capacity(veh/h) 319 425 - - 7 - - 663 HCMLane V/C Ratio 0.003 0.056 - - 0.001 - - 0.164 F"Control Delay(s/veh) 16.3 8 0 - 7.7 0 - 11.5 f"Lane LOS C A A - A A - B HCM95th°/file Q(veh) 0 0.2 - - 0 - - 0.6 2028 Build Conditions PMPeak Hour Km ley--Hom&Associates,Inc[AB 090225091] Synchro 12 Report E -23 HCM 7th AWSC 5: S Stillaguamish Avenue & E Highland Drive/Tveit Road VisconsiWicalFacility Ltersectio Intersection Delay,s/veh 11 Intersection LDS B Nbvement EBL EBT EBR WBL WBT WBR NBL NBT MR SBL SB Lane Configurations 4- 4 4 4* Traffic Vol,veh/h 53 61 100 24 71 13 74 134 20 19 108 Future Vol,veh/h 53 61 100 24 71 13 74 134 20 19 108 80 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 _ Heavy Vehicles,% 2 2 2 4 4 4 2 2 2 1 1 1 Writ Flow 60 69 114 27 81 15 84 152 23 22 123 _ Number oflanes 0 1 0 0 1 0 0 1 0 0 1 0 Approach EB WB NB SB — Opposing Approach WB EB SB NB Opposing lanes 1 1 1 1 Conflicting Approach Left SB NB EB WB Conflicting Lanes le$ — 1 1 1 1 _ Conflicting Approach Right NB SB WB EB Conflicting Lanes Right - 1 1 1 1 _ HCMControl Delay,s/veh 11.1 10.1 11.6 10.7 HCMLOS - B B B B _ Lane NBLn1 EBLn1 WBLnl SBLnl — Vol Left,% 32% 25% 22% 9% Vol Thru,% 59% 29% 66% 52% _ Vol Right,% 9% 47% 12% 39% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 228 214 108 207 IT Vol 74 53 24 19 Through Vol 134 61 71 108 RT Vol 1 20 100 13 80 Lane Flow Rate 259 243 123 235 Geometry Grp 1 1 1 1 i Degree oftU N 0.382 0.353 0.193 0.334 Departure Headway(Hd) 5.222 5.658 5.119 Convergence,Y/N Yes Yes Yes Yes Cap 1 676 688 633 701 — Service Time 3.35 3.26 3.704 3.158 HCMLane V/C Ratio 0.383 0.353 0.194 0.335 HCMControl Delay,s/veh 11.6 11.1 10.1 10.7 HCMIane LDS B B B B HCM95th-tile Q 1.8 1.6 0.7 1.5 2028 Build Conditions PMPeak Hour Kunley--Horn&Associates,Inc[AB 090225091] Synchro 12 Report E -24 HCM 7th TWSC 6: Tveit Road & Medical Center Drive VisconsiWicalFacility Lteised Int Delay,s/veh 0.6 NbvementW EBL EBT W13T )ABR. SBL SBR Lane Configurations .T T Y Traffic Vol,veh/h 2 87 68 0 2 7 Future Vol,veh/h 2 87 68 0 2 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 Nhdian Storage,# - 0 0 - 0 - - Grade,% - -5 5 - 0 - PeakHourFactor 88 88 88 88 88 88 - Heavy Vehicles,% 1 1 3 3 0 0 Mvmt Fbw 2 99 77 0 2 8 Nlijor/Mnor Nhjorl Nhjor2 or Conflicting Flow All 77 0 - 0 181 77 Stage 1 - - - - 77 - Stage 2 - - - - 103 - Critical Hdwy 4.11 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdv y Stg 2 - - - - 5.4 - IL Follow-up Hdwy 2.209 - - - 3.5 3.3 Pot Cap-1 Nhneuver 1528 - - - 813 989 Stage 1 - - - - 951 - Stage 2 - - - - 926 - Platoon blocked,% - - - Nbv Cap-1 Nhneuver 1528 - - - 812 989 Nbv Cap-2 Nhneuver - - - - 812 - Stage 1 - - - - 949 - Stage 2 - - - - 926 - approach EB WB SB kI MControl Delay,s/v 0.17 0 8.86 HCMLOS A FAnorlane/NhjorNMnt EBIWBT W13T MR.SBLnl Capacity(veh/h) 40 - - - 943 HCMLane V/C Ratio 0.001 - - - 0.011 HCMControl Delay(s/veh) 7.4 0 - - 8.9 HCMLane LOS A A - - A HCM95th°/file Q(veh) 0 - - - 0 2028 Build Conditions PMPeak Hour Km ley--Hom&Associates,Inc[AB 090225091] Synchro 12 Report E -25 Timings 7: SR-9 & 204th Street NE MsconsiAdicalFacility --* --I. ---* 'e- 4--- 4- 4N t '*. 1 4, lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL sEIMB� Lane Configurations t r t r 1 + r Traffic Uohune(vph) 152 419 114 181 275 138 59 394 82 360 156 Future Uohune(vph) 152 419 114 181 275 138 59 394 82 360 156 Turn Type D P+P NA Perm D P+P NA Penns Prot NA Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6 Penns ted Phases 8 4 4 ...6 ate ctorPhase 7 4 4 3 8 8 5 2 1 6 6 Switch Phase NSnunum Initial(s) 5.0 7.0 7.0 5.0 7.0 7.0 5.0 10.0 5.0 10.0 10.0 Minimum Split(s) 10.5 37.1 37.1 10.5 38.9W 38. 41.7 10.5 42.7 Total Split(s) 35.5 35.1 35.1 35.5 35.9 35.9 25.5 71.7 25.5 71.7 71.7 Total Split(%) 21.1% 20.8% 20.8% 21.1% 21.3% 21.3% 15.1% 42.5% 15.1% 42.5% 42.5% ' Yellow Time(s) 3.5 3.1 3.1 3.5 3.9 3.9 3.5 4.7 3.5 4.7 4.7 All-Red Time(s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust(s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time(s) 5.11PP71- 5.1 5.5 5.9 5. 5.5 6.7 6.7 Lead/Lag Lead Lag Lag Lead Lag Lag Lead lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes RecallNbde None None None None None None None Mn None Mn Mm Intersection Summary Cycle Length: 168.6 Actuated Cycle Length: 132.7 Natural Cycle: 105 Control Type:Actuated-Uncoordinated Splits and Phases: 7:SR 9&204th Street NE 01 T 02 03 � 04 1 e5 06 07 e8 25.5 s J35.5 s 35.9 s 2028 Build Conditions PMPeak Hour Kunley-Hom&Associates,Inc[AB 090225091] Synchro 12 Report E -26 HCM 7th Signalized Intersection Summary 7: SR-9 & 204th Street NE MsconsiAdicalFaciliry Nbvement EBL EBT EBR WBL WBT WBR NBL NBT mR Lane Configurations t r + f 1 Traffic Volume(veh/h) 419 114 181 275 JUN 59 394 164 82 360 156 Future Volume(veh/h) 152 419 114 181 275 138 59 394 164 82 360 156 Initial Q(Qb),veh -M 0 0 0 0 M 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) 0.97 j§1.00 0.97� JR1.00 1.00 1.00 Parking Bus,Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach IW"-No W'V No No W- No Adj Sat Flow,veh/h/In 1870 1870 1870 1885 1885 1885 1841 1841 1841 1856 1856 1856 Adj F1owRate,veh/h 158 436 119 189 286 144 61 410 171 85 375 162 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh,% 2 2 2 1 1 1 4 4 4 3 3 3 Cap,veh/h 344 474 389 263 505 416 79 466 194 109 732 618 Arrive On Green 0.08 0.25 0.25 0.10 0.27 0.27 0.05 0.38 0.38 0.06 0.39 0.39 Sat Flow,veh/h 1781 1870 1535 1795 1885 1553 1753 1233 514 1767 1856 1569 Grp Volume(v),veh/h 158 436 119 1 189 286 144 61 0 581 85 375 162 Grp Sat Flo*s),veh/h/ln 1781 1870 1535 1795 1885 1553 1753 0 1747 1767 1856 1569 Q Serve(g_s),s 7.1 25.6 7.1 8.6 14.8 8.5 3.9 0.0 35.0 5.4 17.3 7.9 Cycle Q Clear(g c),s 7.1 25.6 7.1 8.6 14.8 8.5 3.9 0.0 35.0 5.4 17.3 7.9 Prop In Lane � 1.00 1.00 1.00 1.00 1.00 0.29 1.00 1.00 Lane Grp Cap(c),veh/h 344 474 389 263 505 416 79 0 660 109 732 618 VC Ratio( � 0.46 0.92 0.31 0.72 0.57 0.35 0.77 0.00 0.88 0.78 0.51 0.26 Avail Cap(c a),veh/h 668 497 408 564 505 416 310 0 1005 313 1068 902 LICMPIatoon Ratio rM 1.00,- 1.00 1.00 1.00 1.00 1.00- 1.00 1.00 1.00 1.00 1.00 UpstreamFiter(1) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Lhvfonn Delay(d),s/veh 34.1 30.0 35.7 33.4 53.4 0.0 32.8 52.3 26.0 23.1 Incr Delay(d2),s/veh 1.0 22.0 0.5 3.7 1.7 0.6 14.6 0.0 7.4 11.4 0.8 0.3 Initial Q Dclay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.qlIllllllllllll�0.0 0.0 0.0 0.0 0.0 1111e BackOfQ(501/o),veh/1n 3.2 14.7 2.7 4.0 7.1 3.3 2.0 0.0 15.3 2.7 7.4 3.0 Unsig.Nbvement Delay,s/veh LnGtp Delay(d),s/veh 28.2 63.0 34.6 33.7 37.3 34.0 67.9 0.0 40.1 63.6 26.8 23.4 InGrp LOS C E C C D C E E C C Approach Vol,veh/h 713 619 642 622 Approach Delay,s/veh 50.6 35.4 42.8 30.9 Approach LOS D D D C Tinier-Assigned Phs 4 7 8 Phs Duration(G+Y+Rc),s 12.5 49.4 16.6 34.6 10.6 51.2 15.0 36.2 Change Period(Y+Rc),s 5.5 6.7 5.5 *5.9 5.5 6.7 5.5 5.9 Nbx Green Setting(Gmax),s 20.0 65.0 30.0 *30 20.0 65.0 30.0 30.0 Nbx Q Clear Tune(gc+Il),s 7.4 37.0 10.6 27.6 5.9 19.3 9.1 16.8 Green Ext Tune(p c),s 0.1 5.6 0.5 0.9 0.1 4.3 0.4 2.2 Intersection Sunnnary HCM7th Control Delay,s/veh 40.3 HCM7th LOS D Notes User approved pedestrian interval to be less than phase max green. ' *HCM7th computational engine requires equal clearance times for the phases crossing the barrier. 2028 Build Conditions PMPeak Hour Kunley Hom&Associates,Inc[AB 090225091] Synchro 12 Report E -27 HCM 7th TWSC 8: Site Access & Medical Center Drive VisconsiWicalFacility Lteised Int Delay,s/veh 0.3 NbvementW EBT EBR WBL WBT NBL Lane Configurations 1� 4 v Traffic Vol,veh/h 10 5 0 49 2 0 Future Vol,veh/h 10 5 0 49 2 0 Conflicting Peds,#/hr 0 3 3 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Nhdian Storage,# 0 - - 0 0 - - Grade,% 0 - - 0 0 - Peak Hour Factor 82 82 82 82 82 82 - Heavy Vehicles,% 0 0 0 0 0 0 Mvmt Fbw 12 6 0 60 2 0 - Nhjor/Mnor Nhjor Nhjor2 Nfinorl Conflicting Flow All 0 0 21 0 78 18 Stage 1 - - - - 18 - Stage 2 - - - - 60 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdv y Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Nhneuver - - 1608 - 930 1066 Stage 1 - - - - 1010 - Stage 2 - - - - 968 - Platoon blocked,% - - - Nbv Cap-1 Nhneuver - - 1603 - 927 1063 Nbv Cap-2 Nhneuver - - - - 927 - Stage 1 - - - - 1007 - Stage 2 - - - - 968 - Approach EB WB NB kI MControl Delay,s/v 0 0 8.89 HCMLOS A Mnorlane/NhjorMvmt NBLnl EBT EBR ML WBT Capacity(veh/h) 927 - - 1603 - F"Lane V/C Ratio 0.003 - - - - HCMControl Delay(s/veh) 8.9 - - 0 - HCMLane LOS A - - A - HCM95th°/file Q(veh) - 2028 Build Conditions PMPeak Hour Km ley-Hom&Associates,Inc[AB 090225091] Synchro 12 Report E -28 HCM 7th TWSC 9: Tveit Road & Site Access Msconsi Wical Facility Lteisect, Int Delay,s/veh 19 NbvementW EBL EBT VvBT 'MR SBL SBR Lane Configurations .r �► Traffic Vol,veh/h 13 87 74 1 2 33 Future Vol,veh/h 13 87 74 1 2 33 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 Ntdian Storage,# - 0 0 - 0 - - Grade,% - -5 0 - 0 - PeakHourFactor 88 88 88 88 88 88 - Heavy Vehicles,% 1 1 4 4 0 0 Mvmt Fbw 15 99 84 1 2 38 - NhjorA4nor Nhjort Nhjor2 Mnoi2 Conflicting Flow All 85 0 - 0 213 85 Stage 1 - - - - 85 - Stage 2 - - - - 128 - 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 1518 - - - 780 980 i Stage 1 - - - - 944 - Stage 2 - - - - 902 - Platoon blocked,% - - - Nbv Cap-1 Nhneuver 1518 - - - 772 980 Nbv Cap-2 Nhneuver - - - - 772 - Stage 1 - - - - 934 - Stage 2 - - - - 902 - approach EB WB SB kI MControl Delay,s/v 0.96 0 8.89 HCMLOS A FAnorlane/NhjorNMnt EBL EBT YyTf MR.SBLnl Capacity(veh/h) 234 - - - 965 HCM Lane V/C Ratio 0.01 - - - 0.041 HCMControl Delay(s/veh) 7.4 0 - - 8.9 HCMLane LOS A A - - A HCM95th°/file Q(veh) 0 - - - 0.1 2028 Build Conditions PMPeak Hour Km ley--Hom&Associates,Inc[AB 090225091] Synchro 12 Report E -29 Kimley>))Horn APPENDIX F COLLISION DATA Visconsi Medical Facility September 2025 Traffic Impact Analysis Page F KH 090225091 N NOT TO SCALE 9© m E 1 ST STREET Z W W W n Z a W � � a C J Z N O W L6 aoo N N • A r • • E HIGHLAND DRIVE • TVEIT ROAD • W 0 Z W a a c� a 9 y lop y 5� n 0 N _ • 204TH STREET NE 2024 Collisions 2023 Collisions 2022 Collisions 2021 Collisions 2020 Collisions 2020 - 2024 COLLISION HISTORY Kimley>>> Horn VISCONSI MEDICAL FACILITY - CITY OF ARLINGTON, WASHINGTON (KH 090225091) F- 1 Collision Data Table Visconsi Medical Facility-Arlington,WA REPORT NUMBER DATE TIME PRIMARY ROADWAY CROSS STREET SEVERITY #VEHICLES #PEDS #BIKES COLLISION TYPE VEHICLE 1 MANEUVER VEHICLE 2 MANEUVER EB05967 2021-02-13 19:01 E HIGHLAND DR S OLYMPIC AVE No Apparent Injury 2 0 0 Entering at angle Making Left Turn Going Straight Ahead EE66847 2024-04-09 10:04 E HIGHLAND DR S OLYMPIC AVE No Apparent Injury 2 0 0 From opposite direction-one left turn-one straight Making Left Turn Going Straight Ahead EA83326 2020-11-22 18:40 S STILLAGUAMISH AVE E HIGHLAND DR Possible Injury 2 0 0 Entering at angle Going Straight Ahead Starting in Traffic Lane ED03701 2022-11-13 17:20 S STILLAGUAMISH AVE E HIGHLAND DR Possible Injury 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead EA41036 2020-06-18 13:03 E HIGHLAND DR S STILLAGUAMISH AVE No Apparent Injury 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead EA47284 2020-07-14 13:12 S STILLAGUAMISH AVE E HIGHLAND DR No Apparent Injury 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead EB65125 2021-09-05 22:44 E HIGHLAND DR S STILLAGUAMISH AVE No Apparent Injury 2 0 0 Entering at angle Starting in Traffic Lane Making Left Turn EC93615 2022-10-16 11:06 S STILLAGUAMISH AVE E HIGHLAND DR No Apparent Injury 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead ED08856 2022-10-24 18:39 E HIGHLAND DR S STILLAGUAMISH AVE No Apparent Injury 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead EF35063 2024-11-12 19:43 S STILLAGUAMISH AVE E HIGHLAND DR No Apparent Injury 2 0 0 Entering at angle Making Left Turn Making Left Turn EB12069 2021-03-08 6:23 9 204TH ST NE No Apparent Injury 2 0 0 Entering at angle Starting in Traffic Lane Going Straight Ahead ED47665 2023-04-01 23:17 9 204TH ST NE No Apparent Injury 2 0 0 Entering at angle Going Straight Ahead Going Straight Ahead EC29998 2022-03-18 20:24 9 204TH ST NE Possible Injury 2 0 0 From opposite direction-one left turn-one straight Making Left Turn Going Straight Ahead ED11615 2022-12-06 22:32 9 204TH ST NE No Apparent Injury 2 0 0 From opposite direction-one left turn-one straight Making Left Turn Going Straight Ahead EE46997 2024-02-02 18:01 009 204TH ST NE No Apparent Injury 2 0 0 From opposite direction-one left turn-one straight Making Left Turn Going Straight Ahead EE64291 2024-03-30 1:42 009 204TH ST NE No Apparent Injury 2 0 0 From opposite direction-one left turn-one straight Making Left Turn Going Straight Ahead EA73515 2020-10-17 21:03 9 204TH ST NE Suspected Minor Injury 1 0 0 Person fell,jumped or was pushed from vehicle Stopped at Signal or Stop;N/A ED13850 2022-12-12 7:15 9 204TH ST NE Possible Injury 1 1 0 Vehicle turning right hits pedestrian Making Right Turn N/A EB46315 2021-07-07 16:41 9 204TH ST NE Possible Injury 3 0 0 From same direction-both going straight-one stopped-rear-end Going Straight Ahead Stopped for Traffic EE55555 2024-03-01 12:18 009 204TH ST NE Possible Injury 2 0 0 From same direction-both going straight-one stopped-rear-end Going Straight Ahead Stopped at Signal or Stop Sign EA19524 2020-02-27 13:40 204TH ST NE 9 No Apparent Injury 2 0 0 From same direction-both going straight-one stopped-rear-end Changing Lanes Stopped for Traffic EA42730 2020-06-25 12:14 9 204TH ST NE No Apparent Injury 2 0 0 From same direction-both going straight-one stopped-rear-end Going Straight Ahead Stopped at Signal or Stop Sign EA50043 2020-07-25 15:42 204TH ST NE 9 No Apparent Injury 2 0 0 From same direction-both going straight-one stopped-rear-end Going Straight Ahead Stopped for Traffic EB27096 2021-04-26 16:36 9 204TH ST NE No Apparent Injury 2 0 0 From same direction-both going straight-one stopped-rear-end Going Straight Ahead Stopped at Signal or Stop Sign EB71466 2021-09-21 17:16 9 204TH ST NE No Apparent Injury 2 0 0 From same direction-both going straight-one stopped-rear-end Going Straight Ahead Stopped at Signal or Stop Sign EC35839 2022-04-10 17:45 9 204TH ST NE No Apparent Injury 2 0 0 From same direction-both going straight-both moving-rear-end Slowing Slowing EC99910 2022-11-02 18:20 9 204TH ST NE No Apparent Injury 2 0 0 From same direction-both going straight-both moving-rear-end Going Straight Ahead Slowing EE65344 2024-03-31 12:46 009 204TH ST NE No Apparent Injury 2 0 0 From same direction-both going straight-both moving-rear-end Slowing Slowing EE93306 2024-07-06 15:52 009 204TH ST NE No Apparent Injury 2 0 0 From same direction-both going straight-one stopped-rear-end Going Straight Ahead Stopped for Traffic EF29079 2024-10-26 15:09 009 204TH ST NE No Apparent Injury 2 0 0 From same direction-both going straight-both moving-rear-end Going Straight Ahead Going Straight Ahead EF41354 2024-12-01 10:28 009 204TH ST NE No Apparent Injury 2 0 0 From same direction-both going straight-one stopped-rear-end Going Straight Ahead Stopped at Signal or Stop Sign EA68539 2020-10-02 17:58 204TH ST NE 9 No Apparent Injury 2 0 0 From same direction-both going straight-both moving-sideswipe Changing Lanes Going Straight Ahead EF21303 2024-10-03 16:47 204TH ST NE 9 No Apparent Injury 2 0 0 From same direction-both going straight-one stopped-sideswipe Changing Lanes Stopped for Traffic EE16483 2023-10-31 12:53 9 E HIGHLAND DR Possible Injury 2 0 0 Entering at angle Making Left Turn Stopped at Signal or Stop Sign EA08724 2020-01-29 10:46 9 E HIGHLAND DR Possible Injury 2 0 0 From opposite direction-one left turn-one straight Making Left Turn Going Straight Ahead EC17428 2022-02-04 23:28 9 E HIGHLAND DR Possible Injury 2 0 0 From opposite direction-one left turn-one straight Making Left Turn Going Straight Ahead EE73197 2024-05-01 12:44 009 E HIGHLAND DR Possible Injury 2 0 0 From opposite direction-one left turn-one straight Making Left Turn Going Straight Ahead E999909 2020-01-05 15:11 9 E HIGHLAND DR No Apparent Injury 2 0 0 From opposite direction-one left turn-one straight Making Left Turn Going Straight Ahead EB17818 2021-03-29 19:04 9 E HIGHLAND DR No Apparent Injury 2 0 0 From opposite direction-one left turn-one straight Making Left Turn Going Straight Ahead ED33097 2023-02-11 19:32 9 E HIGHLAND DR No Apparent Injury 2 0 0 From opposite direction-one left turn-one straight Making Left Turn Going Straight Ahead ED38846 2023-02-26 13:00 E HIGHLAND DR 9 No Apparent Injury 2 0 0 From opposite direction-all others Making Left Turn Stopped for Traffic ED56487 2023-04-27 15:34 9 E HIGHLAND DR Suspected Serious Injury 2 0 0 From same direction-both going straight-one stopped-rear-end Going Straight Ahead Stopped for Traffic ED21533 2023-01-03 14:26 9 E HIGHLAND DR Possible Injury 2 0 0 From same direction-both going straight-one stopped-rear-end Going Straight Ahead Stopped for Traffic EA94496 2020-12-31 14:08 9 E HIGHLAND DR No Apparent Injury 2 0 0 From same direction-both going straight-one stopped-rear-end Going Straight Ahead Stopped at Signal or Stop Sign EC20542 2022-02-15 17:36 9 E HIGHLAND DR No Apparent Injury 3 0 0 From same direction-both going straight-both moving-rear-end Going Straight Ahead Starting in Traffic Lane Kimley>>>Horn F-2