Document Woodburn_doc_cc4c4dba4d

720 SW Washington Suite 500 Portland, OR 97205 Traffic Impact Study for Smith Creek Development Prepared for Stafford Development Company, LLC. Prepared By: Carl Springer, PE, PTOE, PTP Rohit Itadkar, TE Date: March 2018 Woodburn, Oregon ---PAGE BREAK--- Traffic Impact Study for Smith Creek Development March 2018 Woodburn, Oregon Prepared By: DKS Associates 720 SW Washington Street, Suite 500 Portland, OR 97205 (503) 243-3500 Project Manager: Carl Springer, PE, PTOE, PTP Rohit Itadkar, TE Prepared For: Stafford Development Company, LLC ---PAGE BREAK--- TABLE OF CONTENTS Introduction 1 Project Description 1 Study Area 1 Existing Conditions 3 Study Area Roadway Network 3 Pedestrian and Bicycle 4 Transit 4 Motor Vehicle Facilities 5 Existing Traffic Operations 5 Intersection Performance Measures 5 Jurisdictional Operating Standards 6 Existing Operating Conditions 11 Safety Analysis 12 Key Assumptions and Methodologies 14 Project Description 14 Trip Generation 14 Trip Distribution and Assignment 14 Background Traffic 19 Future Conditions 22 Future Traffic Operations 22 Project 24 Project Mitigations 26 Summary/Recommendations 30 Existing Conditions 30 Future Conditions 30 Project Phasing and Connections 30 Project Mitigation 31 Appendix 32 ---PAGE BREAK--- List of Figures Figure 1: Study Area Location Map 2 Figure 2a: Existing Intersection Lane Configuration 7 Figure 2b: Existing Intersection Lane Configuration 8 Figure 3a: Existing (2017) Peak Hour Volumes 9 Figure 3b: Existing (2017) Peak Hour Volumes 10 Figure 4: Project Site Plan 15 Figure 5a: Project Trip Assignment at Full Buildout 17 Figure 5b: Project Trip Assignment at Full Buildout 17 Figure 6a: Project Site Buildout (2025) Peak Hour Traffic Volumes 20 Figure 6b: Project Site Buildout (2025) Peak Hour Traffic Volumes 21 Figure 7: Current Improvement Proposed by City at Settlemier Avenue/Hayes List of Tables Table 1: Study Area Roadway Characteristics 3 Table 2: Existing (2017) Weekday AM and PM Peak Hour Study Intersection Operations 11 Table 3: Summary of Intersection Collision History (2011‐2015) 13 Table 4: Project Trip Generation 16 Table 5: 2025 Project Site Buildout AM and PM Peak Hour Motor Vehicle Operations 23 Table 6: 2025 Mitigated PM Peak Hour Motor Vehicle Operations 26 ---PAGE BREAK--- CITY OF WOOD INTRODUC This study eva Woodburn, O proposed proj the local syste  Walk  Gene  Traffi  Proje  Reco City’s PROJECT DE The proposed in the City o Development residential dev For the purpo the operations STUDY AREA The project sit the City of Wo from the prop 1. Everg 2. Everg 3. Highw 4. I‐5 N 5. I‐5 So 6. Highw 7. Settl 8. Settl 9. Parr 10. Parr 11. Haye 12. Highw 13. Haye 14. Settl DBURN I SMIT CTION aluates the tr regon. This stu ject will be se em: ing and biking eral traffic safet ic performance ect phasing and mmended tran s performance ESCRIPTION development of Woodburn, project consis velopment also se of this traff s analysis inclu A te is shown in oodburn and O osed project. T green Road/H green Road/H way 214/Eve orthbound R outhbound R way 214/Sett emier Avenue emier Avenue Road/Kirksey Road/Stubb R es Street/Casc way 214/Ore es Street/Oreg emier Avenue H CREEK DEVE ansportation i udy will review rved. Specifica networks ty e at key study a d connectivity r nsportation sys standards is located on o Oregon. The sts of a mix o o includes a ne fic study, the p udes the existin Figure 1. The ODOT as requir These intersec Harvard Drive Hayes Street rgreen Road amps/Highwa amps/Highwa tlemier Avenu e/Hayes Stree e/Ben Brown y Drive (Futur Road‐Harvard cade Drive gon Way gon Way e/Parr Road LOPMENT TRA impacts for th w the existing ally, this transp area intersecti recommendat stem improvem over 145 acres e proposed d of single family etwork of inter proposed deve ng conditions i re is a total of ring intersectio tions are listed e ay 214 ay 214 ue et Lane re Intersectio d Drive (exten FFIC IMPACT A he proposed m street system portation stud on operations ions ments to adeq north of Parr development i y detached ho rnal streets wit elopment is exp n 2017 and the f fourteen stud on operations d below. n) nsion) ANALYSIS multi‐phase Sm in the study a y will review a before and aft quately serve t Road NE betw is planned ov ousing, townho thin the site. pected to be f e future condit dy intersection analysis to ev mith Creek De area and deter and evaluate t fter the project the site at buil ween Settlemie ver several p ouses, and mu fully built out w tions in 2025. ns identified th valuate potenti velopment in rmine how eff the following e t is built d out consiste er Avenue and hases. The S ulti‐family. Th within 8 years hrough coordi ial transportat 1 the City of ectively the elements of ent with the Stubb Road mith Creek e proposed . Therefore, nation with ion impacts ---PAGE BREAK--- Project Site PARR RD NE R D Y E S K RIK D R N E E R G R E V E E V A R EI M E L T T E S S T S T N O R F S W HAYES ST W HAYES ST STACY ALLISON WAY HILLSBORO-SILVERTON HWY NE INTERSTATE 5 R D E D A C S A C N R D E D A C S A C S 10 9 8 7 6 1 2 3 4 5 12 11 13 14 No Scale LEGEND Study Area Figure 1 - Future Study Intersection # - Future Roadway - Existing Study Intersection # 2 ---PAGE BREAK--- CITY OF WOOD EXISTING C This chapter traffic operat STUDY AREA Key roadway Drive, Orego are listed in T Roadway Highway 214 Settlemier Ave Evergreen Roa Hayes Street Harvard Drive Oregon Way Ben Brown La Parr Road Several of th following: Highway 214 upgrade proj highway to tw lanes. The fiv Avenue. The with dedicate Evergreen Ro and Stacy All dedicated bik 1 City of Woodb DBURN I SMIT CONDITION includes a de tions, and saf A ROADWAY ys within the s n Way and Pa Table 1, based C M enue M ad M Se A A ne A Se e above stree 4 is also know ject was rece wo travel lan ve‐lane sectio remainder of ed bike facilit oad is fully im ison Way, a d ke lanes. burn Transportat H CREEK DEVE NS escription of t fety analysis r Y NETWORK study area are arr Road. The d on the adop TAB Functional Classification1 Major Arterial Minor Arterial Minor Arterial ervice Collector Access Street Access Street Access Street ervice Collector ets have spec wn at the Hills ntly complete es in each dir on ends east o f Highway 21 ties in the are mproved to cit distance of ab tion System Plan LOPMENT TRA the study area results. e Highway 21 eir functional pted Transpo BLE 1: STUDY A Travel Lanes 2 to 4 Lanes 2 Lanes 2 Lanes r 2 Lanes 2 Lanes 2 Lanes 2 Lanes r 2 Lanes ific issues tha boro‐Silverto ed for the are rection with a of North Casc 4 is a 3‐lane c ea. ty minor arte bout 500 feet n (TSP), Figure 7‐ FFIC IMPACT A a roadway ne 14, Settlemier classification rtation Syste AREA ROADWA s Posted Speed 30 mph 30 mph 25 mph 25 mph 25 mph 25 mph 25 mph 25/55 mph at were noted on Highway an ea around the a center turn cade Drive, wh cross‐section rial standards . This segmen October 2006 ANALYSIS etwork, existi r Avenue, Eve s and other im m Plan desig AY CHARACTER d On‐Street Parking No No Yes Yes Yes Yes Yes No d in our review nd it is owned e interchange lane, upgrade hich is about . Highway 21 s except for t nt has sidewa 6. ng motor veh ergreen Road mportant roa nation and fie RISTICS Sidewalks Yes Partial Partial Partial Yes Partial Partial Partial w. Those issu d and operate e with Intersta ed sidewalks, 3,000 feet w 4 offers the o the segment b alks only on th hicle volumes d, Hayes Stree adway charac eld reviews. s Bike Lanes Yes Yes Partial Partial No No No No ues include th ed by ODOT. ate 5 to expa , and dedicate west of Settlem only continuo between Hay he west side a 3 s, existing et, Harvard cteristics he A major nd the ed bike mier ous route yes Avenue and no ---PAGE BREAK--- CITY OF WOOD Settlemier A lane in each d available for bike facilities Harrison Ave names to No Willamette R Hayes Street provided inte between Sett center turn la Harvard Driv 34 feet betw street is 40 fe fronting prop Oregon Way and bike faci improvemen Parr Road is one travel lan south side of for pedestria unpaved sho PEDESTRIAN A Pedestrian an intersections highest pede Low bicycle a collected (les the study are TRANSIT Woodburn T 214, Hayes St for the WTS. Woodburn. 2 Traffic counts w DBURN I SMIT venue is a his direction, how a center turn s on Settlemie enue south to rth Boones Fe River. t is a service c ermittently an tlemier Aven ane along wit ve is designate een the curb eet between perties. y is an Access lities. Howev ts. a service coll ne in each dir f Parr Road be ns and one fo ulders and on AND BICYCLE V nd bicycle cou s.2 Highway 2 estrian activity activity was o ss than 5 cycl ea are very lim ransit Service treet, Oregon In addition to were collected o H CREEK DEVE storic city stre wever, becau n lane which i er Avenue be Parr Road, a erry Road, wh collector with nd there are n ue and Casca th intersectio ed as Access s with parking the curbs. Ty Street that w er, the segme ector that is o rection with a etween South or bikes. Wes ne lane in eac VOLUMES unts were co 14/Settlemie y within the s bserved at al ists were obs mited. Only O e (WTS) provi n Way and Se o the WTS, th on March 21, 20 LOPMENT TRA eet that is de use it has a lim s consistent w ginning at Ha distance of a hich parallels h one travel la no bike lanes de Drive to in n improveme Street howev g allowed on ypically, only t was recently im ent south to H owned and o a center turn h Settlemier A st of Centenn ch direction. llected during r Avenue and study area wh l study inters erved at a sin OR 214 has a c des fixed rou ettlemier Aven he Cascades P 016 and April 18, FFIC IMPACT A signated as a mited right‐of with its minor arrison Avenu about a mile. Interstate 5 ane in each di s. The city has ncorporate co ents at Settlem ver it has bee both sides of the west side mproved on i Hayes Street perated by M lane between Avenue and 9 ial Park, Parr g the AM and d Evergreen R hich was conf sections which ngle study int continuous ro te bus and Di nue are the st POINT bus ser , 2016. ANALYSIS a minor arteri f‐way, it typic r arterial desi ue. The travel North of High and Highway irection and n s programme ontinuous wa mier Avenue n built to loca f the roadway e of Harvard D ts approach t does not hav Marion County n Settlemier A 900 Parr Road Road is a typ d PM peak pe Road/Hayes S firmed with th h was confirm tersection). T oute available ial‐A‐Ride ser tudy area roa rvice is opera al. Generally, cally does not ignation. The lanes are sha hway 214, th y 99 serving co no center tur d an upgrade alking and bik . al street stan y. The city sta Drive has driv to Highway 2 ve dedicated w y. The roadw Avenue and C d contains tw pical rural two riods at each treet were ob he pedestrian med with the The bikeway i e. rvice within th adways which ted by ODOT , it provides o t have sufficie ere are no ded ared with bik is street chan ommunities t n lane. Sidew e for the segm king facilities a dards. The ro andard for an eways for acc 14 to include walking or bik ay generally p Centennial Pa o concrete pa o‐lane facility of the study bserved to ha n count data bicycle count mprovement he study area h are the tran T in the City of 4 one travel ent width dicated es from nges to the walks are ment and a oadway is n access cess to e sidewalks ke provides ark. The aths, one with area ave the collected. t data ts within a. Highway nsit routes f ---PAGE BREAK--- CITY OF WOOD The new Wo facility which Dial‐A‐Ride s Woodburn C MOTOR VEH The City and determine in intersections study was ad Analysis Proc study interse is typically en To determine Recorder (AT similar chara ATR with ave method shou Characteristi produce mat utilized to de the existing c intersections analysis and EXISTING TRA Existing inter baseline cond traffic flow a vicinity. Inclu standards, ex INTERSECTION Level of servi that provide mobility stan 3 Analysis Proc DBURN I SMIT odburn Mem h serves WTS ervice is a do ity limits. WT HICLE FACILI State have es tersection tra s during the A djusted to acc cedures Manu ections. The 3 ncountered d e when the 30 TR) stations th cteristics can erage annual d uld be used. T cs Table. For tches within 1 evelop the sea counts. The tr s is shown in F are shown in AFFIC OPERATI rsection oper ditions. Inters nd the ability uded are desc xisting traffic N PERFORMAN ice (LOS) ratin a good pictur ndards. cedures Manua H CREEK DEVE morial Transit and Cascade oor to door se TS also provid ITIES stablished ac affic operatio AM period (7 t count for seas ual3 was appl 0 HV is comm uring the pea 0th highest an hat record hig be identified daily traffic v The seasonal t the study are 10% of the stu asonal factor raffic data is i Figure 2a and Figure 3a an ONS ations analys sections are t y of a roadway criptions of th operational a NCE MEASURE ngs and volum re of intersec al Version 2, O LOPMENT TRA Facility is loca POINT bus se ervice availab es a Dial‐A‐R ceptable traff ons, vehicle tu to 9 AM) and sonal variatio ied to determ monly used fo ak travel mon nnual hour vo ghway traffic d using ODOT olumes (AAD trend method ea, no ATR’s a udy area AAD . The seasona ncluded in Ap d 2b. The exist d 3b. is was perfor the focus of t y system to c he intersectio analysis and a S me‐to‐capacit ction operatio regon Departm FFIC IMPACT A ated at Highw ervice. le Monday th ide trip to Po fic operating urn movemen PM period (4 ns in travel. F mine the 30th or design purp nth. olumes occur, volumes yea T’s ATR Charac T) within 10% d averages se are located on DT volumes. T al factor calcu ppendix A. Th ting peak hou med for the f he analysis be carry traffic ef n performanc a summary of ty (v/c) ratios ons. In additio ment of Transp ANALYSIS way 214/Ever hrough Friday ortland and Sa conditions fo nt counts2 we 4 to 6 PM). Tr For this study highest annu poses and rep , data is exam r‐round. If no cteristics Tab % of study are easonal trend n‐site, and th Therefore, the ulated was 1.0 he existing lan ur volumes w fourteen stud ecause they a fficiently is ne ce measures, f field observa s are two com on, they are o portation, July green Road. T y, 7:00 AM to alem. or their respe ere conducted raffic count d y, the method ual hour volum presents the mined from Au o on‐site ATR ble. If these do ea volumes, t d groupings fr he ATR Charac e seasonal tre 06. This facto ne configurat were used in t dy area inters are the contr early always d , jurisdictiona ations. mmonly used often incorpo 2016. This is a park 7:00 PM, wit ective facilitie d at study are data collected dology from t me (30 HV) fo level of conge utomatic Traf is present, o o not produce the seasonal t rom the ATR cteristics Tab end method w or has been ap tion at all stud he traffic ope sections to ca olling bottlen diminished in al operational performance rated into ag 5 and ride thin the s. To ea d for this he ODOT or the estion that ffic ne with e a similar trend le did not was pplied to dy erations alibrate necks of n their l e measures ency ---PAGE BREAK--- CITY OF WOOD  Level of s vehicles a delays ov LOS F rep capacity.  Volume‐ proportio by dividin ratio indi and perfo intersect JURISDICTION All study inte serve future jurisdiction. T Oregon Highw requires ram ramps. The O Woodburn ju city‐owned s the v/c ratio intersections 4 City of Woodb 5 Oregon Highw DBURN I SMIT service (LOS) at the interse ver periods of presents cond This conditio to‐capacity (v on of capacity ng the peak h icates smooth ormance is re tion is oversat AL OPERATING ersections mu growth. Inter The study inte way Plan (OH p terminals t OHP specifies urisdiction mu treets. The v/ requires bein s is based on d burn, Transporta way Plan, Oregon H CREEK DEVE : A “report ca ection. LOS A, f peak hour tr ditions where on is typically v/c) ratio: A d y that is being hour traffic vo h operations educed. If the turated and u G STANDARDS ust comply wi rsection perfo ersections un HP), which spe o meet the v/ a v/c target o ust comply w /c ratio requi ng less than 0 delay and not tion System Plan n Department of LOPMENT TRA ard” rating (A , B, and C indi ravel demand e average veh y evident in lo decimal repre g used at a tu olume by the and minimal e ratio is great usually results S th adopted o ormance mea nder ODOT ju ecifies a v/c r /c ratio for th of 0.85 for ram ith the LOS ta res being less .90 on critica t v/c. n, October 2005 f Transportation, FFIC IMPACT A A through F) b icate conditio d. LOS D and hicle delay has ong queues an esentation (ty urn movemen hourly capac delays. As th ter than 1.00 s in excessive operating stan asures used fo risdiction mu atio target of he crossroad i mp terminals argets in the C s than 1.00 re l movements 5. , December 201 ANALYSIS based on the a ons where tra E are progres s become exc nd delays. ypically betw nt, approach l city of a given e ratio appro 0, the turn mo e queues and ndards or mo or operating s ust comply wi f 0.95 or less f in order to pr s.5 The study i City’s CIP whi egardless of t s for city stree 1, page 76. average delay affic moves w ssively worse cessive and d een 0.00 and leg, or interse n intersection oaches 0.95, c ovement, app long delays. difications m standards var th the v/c rat for the study revent traffic intersections ich requires a he LOS on Cit ets. The LOS f y experienced without signifi operating co emand has e d 1.00) of the ection. It is de or movemen congestion inc proach leg, or ay be necess ry by roadwa tio targets in y area.4 The O queuing at th under City of a LOS E or bet ty streets. Ad for unsignaliz 6 d by cant onditions. xceeded etermined nt. A lower creases ary to y the OHP he off‐ f tter for ditionally, zed ---PAGE BREAK--- Project Site PARR RD NE R D Y E S K RIK D R N E E R G R E V E E V A R EI M E L T T E S S T S T N O R F S W HAYES ST W HAYES ST STACY ALLISON WAY H I L L S B ORO-SILVERTON HWY NE INTERSTATE 5 R D E D A C S A C N R D E D A C S A C S 10 9 8 7 6 1 2 3 4 5 12 11 13 Key Map No Scale 14 Existing Intersection Lane Configurations LEGEND - Traffic Signal - Stop Sign # - Study Intersection - Lane Configuration Figure 2a 7 N/S - Split E/W - Protected-Permitted N/S - Protected E/W - Protected Evergreen Rd. @ Harvard Dr. Evergreen Rd. @ Hillsboro-Silverton Hwy. NE 1. 3. Evergreen Rd. @ W Hayes St. Hillsboro-Silverton Hwy. NE @ N Settlemier Ave. 2. 6. Hillsboro-Silverton Hwy. NE @ I-5 NB Ramp 4. W Hayes St. @ N Settlemier Ave. 7. Hillsboro-Silverton Hwy. NE @ I-5 SB Ramp 5. Ben Brown Ln. @ N Settlemier Ave. 8. ---PAGE BREAK--- 8 Project Site PARR RD NE R D Y E S K RIK D R N E E R G R E V E E V A R EI M E L T T E S S T S T N O R F S W HAYES ST W HAYES ST STACY ALLISON WAY H I L L S B ORO-SILVERTON HWY NE INTERSTATE 5 R D E D A C S A C N R D E D A C S A C S 10 9 8 7 6 1 2 3 4 5 12 11 13 Key Map No Scale 14 Existing Intersection Lane Configurations LEGEND - Traffic Signal - Stop Sign # - Study Intersection - Lane Configuration Figure 2b Parr Rd. NE @ Kirksey Dr. 9. Parr Rd. NE @ Stubb Rd. NE 10. N/S - Protected E/W - Protected W Hayes St. @ S Cascade Dr. 11. Hillsboro-Silverton Hwy. NE @ Oregon Way 12. W Hayes St. @ Oregon Way 13. Parr Rd. NE @ S Settlemier Ave. 14. ---PAGE BREAK--- Project Site PARR RD NE R D Y E S K RIK D R N E E R G R E V E E V A R EI M E L T T E S S T S T N O R F S W HAYES ST W HAYES ST STACY ALLISON WAY H I L L S B ORO-SILVERTON HWY NE INTERSTATE 5 R D E D A C S A C N R D E D A C S A C S 10 9 8 7 6 1 2 3 4 5 12 11 13 Key Map No Scale 14 Existing (2017) AM/PM Peak Hour Traffic Volumes LEGEND - Traffic Signal - Stop Sign # - Study Intersection - Lane Configuration Figure 3a 9 - Peak Hour Traffic Volumes - Volume Turn Movement Right Thru Left LT TH RT AM (PM) N/S - Split E/W - Protected-Permitted N/S - Protected E/W - Protected Evergreen Rd. @ Harvard Dr. Evergreen Rd. @ Hillsboro-Silverton Hwy. NE 1. 3. Evergreen Rd. @ W Hayes St. Hillsboro-Silverton Hwy. NE @ N Settlemier Ave. 2. 6. Hillsboro-Silverton Hwy. NE @ I-5 NB Ramp 4. Hillsboro-Silverton Hwy. NE @ I-5 SB Ramp 5. Ben Brown Ln. @ N Settlemier Ave. 8. RT TH LT 221 (266) 252 (133) 73 (71) RT TH LT 151 (82) 457 (511) 163 (338) LT TH RT 168 (118) 251 (201) 146 (98) LT TH RT 127 (84) 377 (574) 94 (93) TH LT 1 264 (181) TH RT 12 (19) 299 (216) RT LT 24 (11) 2 RT TH LT 76 (106) 658 (833) 51 (77) RT TH LT 15 (16) 28 (64) 1 RT TH LT 23 (11) 177 (130) 2 LT TH RT 16 (13) 656 (737) 120 (186) LT TH RT 144 (121) 37 (98) 96 (134) LT TH RT 0 62 (137) 21 (36) RT TH LT 349 (302) 15 (25) 138 (153) RT TH LT 0 155 (115) 149 (94) RT TH LT 0 15 59 (31) RT LT 125 (197) 470 (431) LT RT 134 (242) 184 (485) RT TH 397 (524) 145 (288) TH RT 397 (471) 359 (587) TH RT 405 (263) 631 (871) LT TH RT 27 (72) 8 (26) 11 (29) LT TH RT 14 47 (95) 50 (109) LT TH RT 7 (55) 7 (37) 3 RT TH 423 (828) 153 (168) W Hayes St. @ N Settlemier Ave. 7. LT TH RT 53 (79) 324 (387) 9 (30) RT TH 16 (19) 144 (139) RT TH 528 (430) 4 RT 39 (53) TH LT 147 (171) 404 (292) LT 40 (40) ---PAGE BREAK--- Project Site PARR RD NE R D Y E S K RIK D R N E E R G R E V E E V A R EI M E L T T E S S T S T N O R F S W HAYES ST W HAYES ST STACY ALLISON WAY H I L L S B ORO-SILVERTON HWY NE INTERSTATE 5 R D E D A C S A C N R D E D A C S A C S 10 9 8 7 6 1 2 3 4 5 12 11 13 Key Map No Scale 14 Existing (2017) AM/PM Peak Hour Traffic Volumes LEGEND - Traffic Signal - Stop Sign # - Study Intersection - Lane Configuration Figure 3b 10 - Peak Hour Traffic Volumes - Volume Turn Movement Right Thru Left LT TH RT AM (PM) N/S - Protected E/W - Protected Parr Rd. NE @ Kirksey Dr. W Hayes St. @ S Cascade Dr. Parr Rd. NE @ S Settlemier Ave. 9. 11. 14. Parr Rd. NE @ Stubb Rd. NE 10. Hillsboro-Silverton Hwy. NE @ Oregon Way 12. W Hayes St. @ Oregon Way 13. LT TH RT 48 (92) 5 37 (31) RT TH LT 32 (35) 184 (235) 0 LT TH RT 14 202 (217) 1 RT TH LT 3 4 0 LT LT TH TH RT RT 16 (62) 718 (829) 8 (22) 3 (10) 162 (75) 19 (51) RT RT TH TH LT LT 20 (105) 798 (926) 6 (30) 220 (75) 163 (54) 119 (47) LT LT TH TH RT RT 51 (86) 2 (26) 11 (62) 186 (69) 84 (128) 2 RT RT TH TH LT LT 16 (20) 9 (19) 6 146 (43) 70 (111) 24 (40) TH RT 24 (27) 245 (298) TH RT 3 85 (61) TH LT 8 (19) 199 (240) TH RT 1 118 (77) LT RT 16 (43) 11 (26) LT RT 4 5 LT RT 0 0 TH LT 0 0 TH RT 0 0 RT LT 0 0 ---PAGE BREAK--- CITY OF WOOD EXISTING OPE The existing t on the Highway Cap capacity (v/c are included TA No. 3 Highwa 4 I-5 NB 5 I-5 SB R 6 Highwa 12 Highwa 1 Evergre 2 Evergre 7 Settlem 8 Settlem 9 Parr Ro 10 Parr Ro 11 Hayes S 13 Hayes S 14 Settlem Bolded Two‐Wa LOS = Le Del * All‐Wa LOS De 6 2000 Highway 7 2010 Highway DBURN I SMIT ERATING COND traffic operat hro software a pacity Manua ) ratio of each in Appendix ABLE 2: EXISTIN Intersect ay 214/Evergre Ramps/Highwa Ramps/Highwa ay 214/Settlemi ay 214/Oregon een Road/Harv een Road/ Hay mier Avenue/Ha mier Avenue/Be oad/Kirksey Dri oad/Stubb Roa Street/Cascade Street/Oregon mier Avenue/Pa Red values do n ay Stop Controlle evel of Service o ay = Seconds of ay Stop Controlle S = Level of Servi elay = Average D y Capacity Manu y Capacity Manu H CREEK DEVE DITIONS tions at the st analysis using al methodolog h study inters B. NG (2017) WE tion en Road ay 214 ay 214 ier Avenue Way vard Drive yes Street* ayes Street en Brown Lane ive d e Drive* Way* arr Road* ot meet operati ed intersections f Major Street/M Delay of Worst ed intersections ice of intersectio Delay ual, Transportatio ual, Transportatio LOPMENT TRA tudy intersect g 2000 Highw gy7 for unsign section are lis EKDAY AM AN Operatin Standar Tra 0.95 V/C 0.85 V/C 0.85 V/C 0.95 V/C 0.95 V/C S LOS E LOS E LOS E LOS E LOS E LOS E LOS E LOS E LOS E ng standards. : Minor Street (i.e Movement : on on Research Boa on Research Boa FFIC IMPACT A tions were de way Capacity M nalized interse sted in Table ND PM PEAK H ng rd LOS affic Signal Co C B C A C B C E C C Stop Sign Con E A/B E B E A/F E A/B E - E A/A E B E A E D A/F) ard, Washington ard, Washington ANALYSIS etermined for Manual meth ections. The l 2. Detailed in OUR STUDY IN AM Peak Hou Delay (sec) ontrols 18.7 9.3 10.8 63.2 28.6 ntrols 10.9 13.6 68.1 14.2 - 9.6 10.3 9.7 31.3 n DC, 2000. n DC, 2010. r the AM and hodology6 for evel of servic ntersection ca NTERSECTION ur V/C 0.46 0.40 0.40 0.84 0.38 - - - - - - - - - PM peak hou signalized an ce (LOS) and v alculation wo OPERATIONS PM Peak LOS Del (se C 27 C 21 B 16 F 84 C 28 A/B 11 B 14 A/F 54. A/B 11 - - A/A 9.3 A 10 B 10 A 10 11 urs based nd 2010 volume to orksheets Hour lay ec) V/C .7 0.55 .1 0.47 .0 0.69 .6 0.88 .7 0.53 .2 - .1 - .0 - .6 - - 3 - .0 - .3 - .0 - ---PAGE BREAK--- CITY OF WOOD As shown, on Avenue/Haye traffic at Hay Settlemier Av Settlemier w direction. Th lanes of high SAFETY ANA Five years of data identifie study interse crashes expe a crash rate d rate procedu intersection. This observed to each site a Screening ch Oregon. Inte Table 3 show rate and the exceeded the Road/Highwa  Everg this l were maki pede dark  High locat were of th leadi was o that repo at th DBURN I SMIT ne location do es Street fails yes Street exp venue during hich is free fl e eastbound volume traff ALYSIS collision reco ed 144 collisio ections were c erienced at an describing the ure in the High d crash rate a and based on apter, or a cr rsections tha ws the total re 90th percent e critical crash ay 214. There green Road / ocation and a e considered ‘ ing an improp estrian. The re clothing. The way 214 / Ev tion and appr e turning colli e rear‐end co ing cause of t one pedes the driver fai rted crashes is location we H CREEK DEVE oes not meet s during both periences long peak hours. owing. This re through mov fic. ords (2011‐20 ons at the stu calculated to n intersection e frequency o hway Safety M at each site w the critical c itical crash ra t exceed thei eported collis tile critical cra h rates at the efore, further / Harvard Driv approximatel ‘other’ type c per turn. Ther eport indicate e crash occurr vergreen Road roximately 47 sions, and 12 ollisions were he turning an strian related led to yield to at this interse ere classified LOPMENT TRA operating sta peak hours fo g delays due t The delay an esults in inad vements expe 015) for the st udy intersecti identify prob is typically p of crashes per Manual (HSM was then comp rash rate pro ate based on t r respective c ions at each s ash rates for s e intersection review of the ve ‐ A total of y 83 percent collisions. The re was one (1 es that the dr red at 9 p.m. d – A total of 7 percent of c 2 percent wer e due to drive nd angled col d crash that re o the pedestr ection resulte as property d FFIC IMPACT A andards toda or left‐turn m to the heavy alysis suggest equate gaps erience the hi tudy area we ons during th blem areas in roportional t r million ente M) Network Sc pared to eith cedure in the the 90th perc critical crash study intersec similar interse s of Evergree e intersection f seven cr of crashes w e leading caus 1) pedestrian river failed to during dry co f 47 crashes w rashes were r re considered r’s inattentiv lisions were d esulted in an rian. The cras ed in fatalities damage only. ANALYSIS ay. The unsign movement of traffic volum ts that there for the left tu ghest delays ere obtained f he five‐year p need of safet to the numbe ering vehicles creening chap er a calculate e Highway Saf centile crash rate are flagg ction as well ections in Ore en Road/Harv n crashes has ashes were re were angled co se of the angl related crash yield to the p onditions were reported rear‐ending c d ‘other’ or an eness and ve due to a vehic injury to the sh occurred at s or severe in . nalized interse the minor str e in the north is a high nort urning traffic as they must from ODOT’s eriod. Observ ty mitigation er of vehicles (MEV) based pter is used to ed critical cras fety Manual ( rate for simil ged for furthe as the calcula egon. The ob vard Drive and s been provid eported over ollisions and 1 led collisions h that resulted pedestrian du d over the five collisions, 41 ngled collision ehicles followi cle making an pedestrian. T t 3 p.m. durin njuries, and th ection of Sett reet. The side h‐south direc th‐south volu in the eastbo t cross two op online datab ved crash rate . The total nu entering it. T d on the critic o evaluate ea sh rate that is (HSM) Netwo ar intersectio er review. ated observed served crash d Evergreen ed. r the five‐year 17 percent of was due to a d in an injury ue to the ped e‐year period percent of cr ns. The leadin ing too closel n improper tu The report ind ng dry conditi he majority o 12 tlemier e street ction on me along ound pposing base. The es at the umber of herefore, cal crash ch s unique ork ons in d crash rates r period at f crashes a vehicle y to the destrian’s d at this ashes ng causes ly. The urn. There dicates ions. No f collisions ---PAGE BREAK--- CITY OF WOOD Based on the error of the d faulty design may not resu No. 1 Everg 2 Ever 3 High 4 I-5 5 I-5 6 Highw 7 Settle 8 Settlem 11 Hay 12 Hig 13 Ha 14 Sett DBURN I SMIT e review of th driver. None o at the inters ult in more cra TA Study Interse green Road/Ha rgreen Road/H hway 214/Everg NB Ramps/Hig SB Ramps/Hig way 214/Settlem emier Avenue/H mier Avenue/Be yes Street/Casc ghway 214/Ore ayes Street/Ore tlemier Avenue H CREEK DEVE e causes of th of the crashe ection. There ashes in the f ABLE 3: SUMMA ection arvard Street ayes Street green Road ghway 214 ghway 214 mier Avenue Hayes Street en Brown Road cade Drive egon Way egon Way e/Parr Road LOPMENT TRA he crashes, it s were due to efore, it can b future. ARY OF INTERS Fatal 0 0 0 0 0 0 0 0 0 0 0 0 FFIC IMPACT A can be concl o weather con be concluded SECTION COLL Collision Injury 5 3 22 17 13 0 1 0 0 6 0 3 ANALYSIS luded that th nditions, high that the addi LISION HISTOR Type Property Damage Only T 1 1 25 20 15 1 6 0 1 4 0 0 e crashes are h traffic volum ition of traffic RY (2011‐2015) Obse Cra Ra Total 6 0. 4 0.2 47 1. 37 0. 28 0. 1 0. 7 0. 0 0. 1 0. 10 0.2 0 0. 3 0. e mostly due t me, bad lighti c at this inter ) erved ash ate Critica Crash Rate 72 0.41 26 0.41 01 0.86 74 0.86 59 0.86 02 0.86 33 0.41 00 0.48 09 0.41 25 0.86 00 0.41 08 0.19 13 to the ng or section al h e Over Critical Rate? Yes No Yes No No No No No No No No No ---PAGE BREAK--- CITY OF WOOD KEY ASSUM The following analyze future are trip genera PROJECT DE The proposed which consist Site Plan is sh units along K build out. TRIP GENER Trip generati roadway netw estimated us proposed site peak hour us (ITE Code 230  Scen Brow  Scen Com  Scen As shown in T peak hour an TRIP DISTRI Trip distribut distribution o observed loc would travel project site. T The Trip assig 8 Institute of T DBURN I SMIT MPTIONS A section outline e conditions an ation, trip distr ESCRIPTION d project is th ts of a mix of hown in Figur Kirksey Street. RATION on is the met work as a res sing similar la e would be ad sing the Single 0) land use. T ario 1: Phase wn Lane and K ario 2: Phase pletion Year 2 ario 3: All the Table 4, proje nd 6,946 daily BUTION AND tion reflects h of site‐genera al traffic patt south using t The trip distri gnment show Transportation H CREEK DEVE AND METH es key assump nd identify any ribution, and b he multi‐phas f single family re 4. The plan . To be conse thod used to sult of the pro nd uses as re dding residen e‐Family Deta The proposed e 1A, 1B, 2A, 2 Kirksey Drive e 3A and 4A w 2023. e remaining p ect site has th y trips. D ASSIGNME how site traffi ated trips thro terns. It is est the I‐5 freewa ibution perce wing the proje Engineers (ITE LOPMENT TRA HODOLOGIE ptions and met y potential imp background tra se Smith Cree y detached ho n shows 607 s rvative, we a estimate the oposed projec ported by the ntial units, the ached Housin project will b 2B and 2C wil will be built. will be built. In project phase he potential t NT ic will leave a ough the stud imated that o ay, 20% woul entage to/from ect trips at ea E) manual, Trip FFIC IMPACT A ES thodologies ass pacts at study i affic growth. ek Developme ousing, townh single family r ssumed that number of ve ct. The trip ge e Institute of e potential tr g (ITE Code 2 be built in thr l be built. Int Completion Y nternal street s (Phases 3B o generate 54 nd arrive at t dy intersectio of the total pr d travel to th m the project ch study inte p Generation, 9 ANALYSIS sociated with t intersections. A ent. The proje houses, and m residential un all of this pro ehicles that a eneration for Transportatio ip generation 210) and Resid ree scenarios ernal street c Year 2021. t connections and 4B) will b 43 trips in the the site and w ons was estim roject trips, 4 he east and 5% t site for each ersection is sh 9th Edition. the proposed Areas of intere ect is primaril multi‐family. T nits and 201 m operty would are added to t the proposed on Engineers n was calculat dential Condo as follows: connections t s to Stubb Roa be built‐out. C e AM peak ho what roads th mated using th 45% would tra % would trav h scenario is s hown in Figur project that w est covered in ly a residentia The proposed multi‐family h be develope the surround d project was (ITE)8. Since ted for the AM ominiums/To to Harvard Dr ad will be bui Completion Y our, 712 trips hose trips will he US Census avel north an el to the wes shown in App e 5a and 5b. 14 were used to this section al project d Project housing d at site ing s the M and PM ownhouse rive, Ben ilt. Year 2025. s in the PM take. The data and d 30% t of the pendix C. ---PAGE BREAK--- No Scale Project Site Plan Figure 4 Source: Planning & Land Design 15 ---PAGE BREAK--- CITY OF WOOD TAB ITE Land U Scenario 1 Single‐Family Residential Condominium Scenario 2 Single‐Family Residential Condominium Scenario 3 Single‐Family TOTAL VEHICL DBURN I SMIT BLE 4: SMITH C Use Detached m/Townhouse Detached m/Townhouse Detached LE TRIPS H CREEK DEVE CREEK DEVELOP Quantity 324 105 172 96 111 808 LOPMENT TRA PMENT VEHIC y Daily Trips 3,084 610 1,637 558 1,057 6,946 FFIC IMPACT A LE TRIP GENER AM Peak Ho In O 62 18 7 39 33 96 7 36 21 62 129 4 ANALYSIS RATION BY PR our Out Tot 81 243 9 46 6 129 6 42 2 83 14 543 OJECT DEVELO PM Pe tal In 3 204 37 9 108 34 70 3 453 OPMENT PHAS eak Hour Out 120 18 64 16 41 259 16 SE Total 324 55 172 50 111 712 ---PAGE BREAK--- Project Site PARR RD NE R D Y E S K RIK D R N E E R G R E V E E V A R EI M E L T T E S S T S T N O R F S W HAYES ST W HAYES ST STACY ALLISON WAY H I L L S B ORO-SILVERTON HWY NE INTERSTATE 5 R D E D A C S A C N R D E D A C S A C S 10 9 8 7 6 1 2 3 4 5 12 11 13 Key Map No Scale 14 Project Trip Assignment at Full Buildout LEGEND - Traffic Signal - Stop Sign # - Study Intersection - Lane Configuration Figure 5a 17 - Peak Hour Traffic Volumes - Volume Turn Movement Right Thru Left LT TH RT AM (PM) N/S - Split E/W - Protected-Permitted N/S - Protected E/W - Protected Evergreen Rd. @ Harvard Dr. Evergreen Rd. @ Hillsboro-Silverton Hwy. NE 1. 3. Evergreen Rd. @ W Hayes St. Hillsboro-Silverton Hwy. NE @ N Settlemier Ave. 2. 6. Hillsboro-Silverton Hwy. NE @ I-5 NB Ramp 4. Hillsboro-Silverton Hwy. NE @ I-5 SB Ramp 5. Ben Brown Ln. @ N Settlemier Ave. 8. RT TH LT 42 (26) 0 41 (26) RT TH LT 0 22 (14) 13 (46) LT TH RT 0 0 0 LT TH RT 0 7 (24) 13 (45) TH LT 0 26 (16) TH RT 16 (54) 11 (40) RT LT 50 (31) 0 RT TH LT 0 53 (184) 85 (299) RT TH LT 79 (48) 0 0 RT TH LT 0 0 0 LT TH RT 0 57 (37) 7 (24) LT TH RT 19 (12) 0 0 LT TH RT 0 0 86 (302) RT TH LT 274 (170) 0 22 (14) RT TH LT 0 198 (124) 0 RT TH LT 0 0 277 (172) RT LT 0 39 (136) LT RT 0 58 (204) RT TH 6 (23) 124 (78) TH RT 124 (78) 21 (13) TH RT 158 (98) 145 (91) LT TH RT 0 0 0 LT TH RT 24 (85) 62 (219) 6 (21) LT TH RT 0 0 0 RT TH 54 (191) 0 W Hayes St. @ N Settlemier Ave. 7. LT TH RT 1 25 (88) 0 RT TH 4 0 RT TH 80 (50) 10 RT 1 TH LT 1 80 (50) LT 3 ---PAGE BREAK--- Project Site PARR RD NE R D Y E S K RIK D R N E E R G R E V E E V A R EI M E L T T E S S T S T N O R F S W HAYES ST W HAYES ST STACY ALLISON WAY H I L L S B ORO-SILVERTON HWY NE INTERSTATE 5 R D E D A C S A C N R D E D A C S A C S 10 9 8 7 6 1 2 3 4 5 12 11 13 Key Map No Scale 14 Project Trip Assignment at Full Buildout LEGEND - Traffic Signal - Stop Sign # - Study Intersection - Lane Configuration Figure 5b 18 - Peak Hour Traffic Volumes - Volume Turn Movement Right Thru Left LT TH RT AM (PM) N/S - Protected E/W - Protected Parr Rd. NE @ Kirksey Dr. W Hayes St. @ S Cascade Dr. 9. 11. Parr Rd. NE @ Stubb Rd. NE 10. Hillsboro-Silverton Hwy. NE @ Oregon Way 12. W Hayes St. @ Oregon Way 13. Parr Rd. NE @ S Settlemier Ave. 14. LT TH RT 0 0 0 RT TH LT 37 (23) 0 0 LT TH RT 11 (40) 0 0 RT TH LT 0 0 0 LT TH RT 0 0 0 RT TH LT 0 12 (38) 0 LT TH RT 0 34 (23) 0 RT TH LT 0 0 0 LT TH RT 0 42 (26) 0 RT TH LT 0 13 (46) 5 (17) LT TH RT 0 0 0 RT TH LT 16 (10) 0 0 TH RT 16 (10) 19 (12) TH RT 4 (14) 0 TH LT 0 0 TH LT 0 0 LT RT 0 5 (17) LT RT 0 13 LT RT 11 13 TH LT 0 20 (34) TH RT 7 (26) 0 RT LT 0 0 ---PAGE BREAK--- CITY OF WOOD BACKGROUN Background t using the OD determined t the future tra The forecast approved by with the City generated an development traffic foreca Figure 6a and completely b FUTURE TRA Based on disc would add ca Improvemen  Haye Impr impr cross right Haye No other pla DBURN I SMIT ND TRAFFIC traffic, or the DOT’s 2035 Fu that an annua affic volumes of future traf the City, but to obtain the nd how they w t projects wil st would be n d 6b shows th built and oper ANSPORTATI cussions with apacity and/o t projects ass es Street betw rovement Pro ovement pro s‐section, wh ‐of‐way is req es Street and nned improve H CREEK DEVE traffic expec uture Traffic V al growth rate s in the year 2 ffic volumes w have not yet e list of such c would impact l be accounte necessary. he traffic volu rational (Figur ON NETWOR h the City, DKS or change traf sumed to be c ween Settlem ogram as proje oject is to upg ich includes s quired. This im Settlemier Av ements have LOPMENT TRA cted to be pre Volume Table e of 1% would 2025. was checked t been occupi cumulative p t study inters ed for in the a umes in the ye re 5a and 5b RK S obtained th ffic operation constructed b mier Avenue a ect CIST1486, grade this por sidewalks on b mprovement venue, althou been assume FFIC IMPACT A esent in 2025 . Using this ta d be added to against any d ed, in order t rojects and d ections. It wa annual growth ear 2025 that volumes plus he list of prop ns within the s by 2025: and Cascade , and is alloca rtion of Hayes both sides of will also mod ugh the final d ed for the off ANALYSIS without the able and disc o the existing developments to account fo etails that de as determined h rate. Theref t would be pr s 2025 baselin posed future c study area. Drive. The im ated $3.2 mill s Street to pro the street, a dify the existi design has no f‐site roadway proposed pro ussions with g vehicular vo s in the study r their impact escribed how d that all the fore, no furth resent with th ne peak hour capital impro mprovement i lion. The inte ovide a modif nd space for ing intersectio ot been ident ys within the oject, was est the City staff lumes to det y area that ha t. DKS coordi many trips w trips from all her adjustme he proposed p volumes). vement proje is in the City’s ent of the fied service c bike lanes. Ad on approache ified. study area. 19 timated f, it was ermine ve been nated would be l nts to the project ects which s Capital collector dditional es at ---PAGE BREAK--- Project Site PARR RD NE R D Y E S K RIK D R N E E R G R E V E E V A R EI M E L T T E S S T S T N O R F S W HAYES ST W HAYES ST STACY ALLISON WAY H I L L S B ORO-SILVERTON HWY NE INTERSTATE 5 R D E D A C S A C N R D E D A C S A C S 10 9 8 7 6 1 2 3 4 5 12 11 13 Key Map No Scale 14 Project Site Buildout (2025) AM/PM Peak Hour Traffic Volumes LEGEND - Traffic Signal - Stop Sign # - Study Intersection - Lane Configuration Figure 6a 20 - Peak Hour Traffic Volumes - Volume Turn Movement Right Thru Left LT TH RT AM (PM) N/S - Split E/W - Protected-Permitted N/S - Protected E/W - Protected Evergreen Rd. @ Harvard Dr. Evergreen Rd. @ Hillsboro-Silverton Hwy. NE 1. 3. Evergreen Rd. @ W Hayes St. Hillsboro-Silverton Hwy. NE @ N Settlemier Ave. 2. 6. Hillsboro-Silverton Hwy. NE @ I-5 NB Ramp 4. Hillsboro-Silverton Hwy. NE @ I-5 SB Ramp 5. Ben Brown Ln. @ N Settlemier Ave. 8. RT TH LT 281 (313) 272 (144) 120 (103) RT TH LT 163 (89) 516 (566) 189 (411) LT TH RT 181 (127) 271 (217) 158 (106) LT TH RT 137 (91) 414 (644) 115 (145) TH LT 1 311 (211) TH RT 29 (75) 334 (273) RT LT 76 (43) 2 RT TH LT 82 (114) 764 (900) 140 (382) RT TH LT 95 (65) 30 (69) 1 RT TH LT 25 (12) 191 (140) 2 LT TH RT 17 (14) 765 (796) 137 (225) LT TH RT 175 (143) 40 (106) 104 (145) LT TH RT 0 67 (148) 109 (341) RT TH LT 651 (496) 16 (27) 171 (179) RT RT TH TH LT LT 0 356 (248) 161 (102) 135 (213) 0 547 (601) RT TH LT 0 16 341 (205) LT RT 145 (261) 257 (728) RT TH 435 (589) 281 (389) TH RT 553 (587) 409 (647) TH RT 595 (382) 826 (1032) LT TH RT 29 (78) 9 (28) 12 (31) LT TH RT 39 (95) 113 (320) 54 (139) LT TH RT 8 (59) 8 (40) 3 RT TH 511 (1085) 165 (181) W Hayes St. @ N Settlemier Ave. 7. LT TH RT 58 (88) 375 (506) 10 (32) RT TH 17 (21) 156 (150) RT TH 516 (315) 14 RT 17 (22) TH LT 134 (149) 516 (315) LT 46 (45) ---PAGE BREAK--- Project Site PARR RD NE R D Y E S K RIK D R N E E R G R E V E E V A R EI M E L T T E S S T S T N O R F S W HAYES ST W HAYES ST STACY ALLISON WAY H I L L S B ORO-SILVERTON HWY NE INTERSTATE 5 R D E D A C S A C N R D E D A C S A C S 10 9 8 7 6 1 2 3 4 5 12 11 13 Key Map No Scale 14 LEGEND - Traffic Signal - Stop Sign # - Study Intersection - Lane Configuration Figure 6b 21 - Peak Hour Traffic Volumes - Volume Turn Movement Right Thru Left LT TH RT AM (PM) N/S - Protected E/W - Protected Parr Rd. NE @ Kirksey Dr. W Hayes St. @ S Cascade Dr. 9. 11. Parr Rd. NE @ Stubb Rd. NE 10. Hillsboro-Silverton Hwy. NE @ Oregon Way 12. W Hayes St. @ Oregon Way 13. Parr Rd. NE @ S Settlemier Ave. 14. LT TH RT 3 (11) 173 (76) 20 (52) RT TH LT 272 (99) 174 (55) 127 (48) LT TH RT 210 (110) 90 (129) 2 RT TH LT 156 (44) 75 (112) 258 (41) LT TH RT 52 (99) 5 40 (33) RT TH LT 35 (38) 211 (292) 0 LT TH RT 15 252 (257) 1 RT TH LT 3 4 0 LT TH RT 17 (67) 817 (921) 9 (24) RT TH LT 22 (113) 875 (1046) 11 (49) LT TH RT 55 (93) 2 (28) 12 (67) RT TH LT 33 (32) 10 (21) 6 TH RT 42 (39) 284 (334) TH RT 7 (17) 92 (66) TH LT 9 (21) 215 (259) TH LT 1 127 (83) LT RT 17 (46) 17 (28) LT RT 4 18 (13) Project Site Buildout (2025) AM/PM Peak Hour Traffic Volumes LT RT 11 13 TH LT 0 13 TH RT 7 (26) 0 RT LT 0 0 ---PAGE BREAK--- CITY OF WOOD FUTURE C This chapter The analysis volumes are mitigations a FUTURE TRA Future traffic network can 2025 OPERA To determine the AM and P methodology using 2000 H Manual meth Intersection intersection c mobility targ  Everg  Highw  Settl The intersect the buildout this project. that match th of Parr Road and off of Pa 9 2000 Highway 10 2010 Highway DBURN I SMIT ONDITION reviews the i was performe expected to b are described AFFIC OPERA c operating co support the p TING CONDITI e project imp PM peak hou y that was use Highway Capa hodology10 fo operating con calculation w gets: green Road/H way 214/Sett emier Avenue tion of Parr R of the site. T It is anticipate he roadway’s is fully impro rr Road. y Capacity Manu y Capacity Manu H CREEK DEVE S mpacts that t ed for 2025 t be the highes and evaluate ATIONS onditions wer proposed pro IONS acts at the st r for the 2025 ed to evaluat acity Manual m or unsignalize nditions for th worksheets are Hayes Street tlemier Avenu e/Hayes Stree oad/Stubb Ro herefore, no ed that the C s ultimate cro oved, by subse ual, Transportatio ual, Transportat LOPMENT TRA the proposed o capture imp st due to daily ed. re analyzed a oject. udy area inte 5 Project Site e existing con methodology d intersection he 2025 Proje e included in ue et – which do oad in its curr new left turn ity (or Marion ss‐section, si equent devel on Research Boa ion Research Bo FFIC IMPACT A d project wou pacts during t y commuter t t the study in ersections, tra Buildout sce nditions was y9 for signalize ns. ect Site Buildo Appendix D. oes not meet rent configura n lanes on the n County) wil milar to Parr opment, this ard, Washington oard, Washingto ANALYSIS uld have on th this period, w trends. Follow ntersections t affic operatin enario. The sa applied, inclu ed intersectio out scenario As shown, th standards to ation is suitab e Stubb Road l require fron Road to the e s will provide n DC, 2000. on DC, 2010. he study area which are whe wing the analy to determine ng conditions ame operation uding the Syn ons and 2010 is listed in Ta hree intersect day ble for expect approach are ntage improve east of the sit space in the transportatio en study area ysis, recomm if the transpo were analyze ns analysis chro softwar Highway Cap able 5 and det tions do not m ted project vo e required as ements to Pa te. Once the s center for lef 22 on system. a traffic mended ortation ed during e package pacity tailed meet olumes at part of arr Road south side ft‐turns on ---PAGE BREAK--- CITY OF WOOD T No. 3 Highwa 4 I-5 NB R 5 I-5 SB R 6 Highwa 12 Highwa 1 Evergre 2 Evergre 7 Settlem 8 Settlem 9 Parr Ro 10 Parr Ro 11 Hayes 13 Hayes 14 Settlem Bolded Two‐Wa LOS = Le Dela *All‐Wa LOS Del DBURN I SMIT TABLE 5: 2025 Intersectio ay 214/Evergre Ramps/Highwa Ramps/Highwa ay 214/Settlemi ay 214/Oregon een Road/Harv een Road/ Hay mier Avenue/Ha mier Avenue/Be oad/Kirksey Dr oad/Stubb Roa Street/Cascad Street/Oregon mier Avenue/Pa Red values do n ay Stop Controlle evel of Service of ay = Seconds of y Stop Controlle S = Level of Servi ay = Average De H CREEK DEVE PROJECT SITE on en Road ay 214 ay 214 ier Avenue Way vard Drive yes Street* ayes Street en Brown Lane rive ad e Drive* Way* arr Road* ot meet operati ed intersections f Major Street/M Delay of Worst ed intersections: ice of intersectio elay LOPMENT TRA BUILDOUT AM Operating Standard Tra 0.95 V/C 0.85 V/C 0.85 V/C 0.95 V/C 0.95 V/C S LOS E LOS E LOS E e LOS E LOS E LOS E LOS E LOS E LOS E ng standards. : Minor Street (i.e Movement on FFIC IMPACT A M AND PM PEA AM LOS D affic Signal Co C B B F C Stop Sign Con A/B E A/E A/C A/A A/A A A C A/F) ANALYSIS AK HOUR MOT M Peak Hour Delay (sec) ontrols 31.0 10.1 10.6 81.2 32.8 ntrols 14.6 42.2 >100 16.4 8.8 9.8 9.8 9.7 21.9 TOR VEHICLE O V/C LOS 0.65 D 0.59 C 0.56 C 0.97 F 0.41 C - A/D - F - A/F - A/B - A/A - A/A - B - B - B OPERATIONS PM Peak H S Delay (se 43.8 20.9 20.3 120.8 28.7 25.8 88.6 >180 13.9 A 9.3 A 9.5 10.9 11.0 10.3 23 Hour ec) V/C 0.78 0.65 0.83 1.01 0.60 - - - - - - - - - ---PAGE BREAK--- CITY OF WOOD PROJECT PH This develop connections Under each s would be bui Scenario 1 Based on disc  The c  Phas Ther assum  Conn Brow The daily traf traffic from S as an ‘Access classification Harvard Driv less impact. H restricted to Scenario 2 The second p  The c  Phas total  Addit Stubb Road i Spring Parkw to support th Harvard Driv this project. T Kirksey Drive intersections third at Killia Drive. Due to DBURN I SMIT HASING ment is progr impact the lo scenario, assu ilt as detailed cussions with completion ye e 1A, 1B, 2A, efore, a total med to be bu nection from wn Lane shoul ffic volume o Scenario 1, it s Street’ as pe for both stre e lacks fronti Harvard Drive address impa phasing scena completion ye e 3A and 4A o of 172 single tional connec s designated way is being p he buildout co e is proposed This extensio e and Eaden D s along the ex n Spring Park o lower traffic H CREEK DEVE rammed over ocal street sys umptions wer d below. h the applican ear is 2021. 2B and 2C of of 324 single uilt. the project si ld be stop‐co n Harvard Dr will increase er the City of eets would be ng driveways e south of Eve acts of higher ario makes th ear is 2023. of the propos e family housi ction from the as an ‘Access roposed as an ondition of th d to be extend n would prov Drive. The pro xtension, the f kway (three le c volumes, it i LOPMENT TRA r a total of 9 p stem, a projec re made abou nt, below are f the propose e family housi ite is via Harv ntrolled. ive today is a to about 3,33 Woodburn Tr e able to supp s on the easts ergreen Road r traffic volum e following a sed project ar ing units and e project site s Street’ in th n ‘Access Stre he project trip ded south via vide an altern oposed extens first at Ben B egged), fourth is recommend FFIC IMPACT A phases. To inv ct phasing tra ut which deve the assumpti ed project are ing units and vard Drive, an bout 1,300 ju 30 a day. Harv ransportation port the new ide of the roa d allows on‐st mes. ssumptions: re assumed to 96 townhous is via Stubb R e City of Woo eet.’ Based on ps within the a Stubb Road ative access t sion of Harva rown Lane, th h at Gunderso ded that thes ANALYSIS vestigate how affic analysis w elopment pha ions for this s e assumed to 105 multi‐fa nd Ben Brown ust south of E vard Drive an n System Plan trips added d ad; therefore treet parking o be complet se units are a Road. odburn Trans n trip distribu existing road right‐of‐way to Parr Road ard Drive via S he second at on Lane (thre se intersectio w growth and was conducte ases and the o scenario: be complete mily resident n Lane. All stre Evergreen Roa nd Ben Brown n. Therefore, due to the pro e the growth i along the eas ted and opera assumed to be portation Sys utions all inte dway classifica and connect from the pro Stubb Road w Hershberger ee legged) and ons will be con d new street ed for three s on‐site roadw d and operat tial housing u eet connectio ad. With the a n Lane are des the existing r oposed proje in traffic wou stside which c ational. There e built. stem Plan. Kil rnal streets w ation. to Parr Road oject site alon would result in Avenue (thre d the fifth at ntrolled by st 24 scenarios. ways that ional. nits are ons to Ben added signated roadway ct. Also, ld have could be efore, a lian will be able as part of g with n five new ee legged), Sawtelle top signs ---PAGE BREAK--- CITY OF WOOD on the minor south Harvar Scenario 3 The third pha  The c  All ph  The e This scenario within the pr These streets Based on trip within the ex DBURN I SMIT r street appro rd Drive as fre asing scenario completion ye hases of the p entire propos o is presented roject site are s are propose p distribution xisting roadwa H CREEK DEVE oaches. A two ee) is recomm o makes the f ear is 2025. project are as sed internal st d in detail in t e Ben Brown L ed to be built s all internal s ay classificati LOPMENT TRA o‐way stop co mended. following assu ssumed to be treet networ he previous s Lane, Harvard as ‘Access St streets will be on. FFIC IMPACT A ontrolled oper umptions: e completed a k is assumed section of this d Drive Extens reet’ in the C e able to supp ANALYSIS ration at all th and operation to be comple s report. Som sion to Parr R City of Woodb port the build hree intersec nal in this sce eted for this s me of the plan Road, and Kill burn Transpor dout conditio ctions (having nario. scenario. nned internal ian Spring Pa rtation System on of the proje 25 g north‐ streets arkway. m Plan. ect trips ---PAGE BREAK--- CITY OF WOOD RECOMMEN The foregoin minimum tar serve side str upgrade Hay for this inters Two other st fully develop and the Ever The ODOT m more than 95 0.88 Volume capacity (0.0 proposed Sm hour, and sti the peak hou regionally. Th The City inte development Once the rec Table 6 below shown that t recommende DBURN I SMIT NDED OFF‐S g traffic study rgets. The inte reet traffic wi es Street, inc section is illus udy intersect ped in 2025. T green Road/H obility target 5 percent of t ‐to‐Capacity 7) available. mith Creek PU ll operate und ur capacity, an he recommen rsection of Ev t of the proje ommended m w. Detailed in he PM peak h ed improvem TAB No. 6 Highw 2 Everg 7 Settlem V/C = V It is a *All‐Wa LOS De H CREEK DEVE ITE IMPROVE y identified th ersection of S ithout improv luding its inte strated on Fig tions were sh These two loc Hayes Street t on Highway the intersecti Ratio during t Our phasing D, would add der ODOT’s p nd improvem nded mitigatio vergreen Roa ct site. We re mitigations ar ntersection ca hour has mor ents would p BLE 6: 2025 MI Intersectio way 214/Settlem green Road/Ha mier Avenue/Ha Volume‐to‐Capac a Mini‐Roundab ay Stop Controlle S = Level of Serv lay = Average LOPMENT TRA EMENTS AND hree intersec Settlemier Av vements at th ersection with gure 7 on the own to not m ations includ (City) interse 214 is 0.95 V on capacity t the PM peak analysis dete d 0.06 to the V preferred 0.95 ments will be r on for this int d/Hayes Stre ecommend a re applied, th alculation wo re congestion erform adequ TIGATED PM P on Tra mier Avenue ayes Street* ayes Street** city Ratio of Wor bout ed intersections vice of intersecti Delay FFIC IMPACT A D PROJECT M tions that wil venue/Hayes hat intersectio h Settlemier A following pa meet agency p e the Highwa ction. olume‐to‐Cap o be used at t hour, which s ermined that S Volume‐to‐Ca 5 Volume‐to‐C required to se tersection is i et also falls b mitigation to e 2025 PM pe rksheets are than the AM uately for bot PEAK HOUR M Operating S affic Signal Co 0.95 V/ Stop Contro LOS E LOS E rst Movement : on ANALYSIS MITIGATIONS ll be operatin Street fails to on. As noted Avenue in the age. performance ay 214/Settlem pacity Ratio, the busiest ti shows that th Scenario 1, w apacity Ratio Capacity Rati erve addition identified bel below the City o address the eak hour con included in A M peak hour p th periods. MOTOR VEHICL Standard LO ontrols /C E ols E E E A S ng below the a oday and will previously, th e next few ye targets by th mier Avenue which means imes of day. T here is a smal with 429 units to the inters io target. This al growth, bo low. y’s mobility ta project impa ditions will b Appendix E. Pr period, so we LE OPERATION PM Peak H OS Delay (s E 66.3 E 48.9 A 6.0 agency’s pref continue to u he City is plan ears. The lates e time the pr (ODOT) inter s that they pr Today it oper ll portion of p s built within t ection in the s essential ful oth locally and arget with the acts at this loc e as summar revious analy conclude tha S Hour sec) V/C 0.78 - 0.72 26 ferred under nning to st concept roject is rsection efer no ates at peak hour the PM peak lly utilizes d e full cation. ized in ysis has at the ---PAGE BREAK--- CITY OF WOOD Settlemier A collector stre controls are a high north‐ left turning t The city’s late however, it d continue to f Therefore, th  Install tra DBURN I SMIT FIGURE 7 venue/Hayes eet. These are not adequate ‐south volume raffic in the e est improvem does not addr fail during pea he following i affic signal H CREEK DEVE : CURRENT IMPRO s Street: This e two higher c e to serve side e along Settle eastbound dir ment concept, ress the majo ak hours. mprovement LOPMENT TRA OVEMENTS PROPO location is th class streets i e street traffi emier Avenue rection on Ha , as shown ab or delays for t ts should be c FFIC IMPACT A OSED BY THE CITY he intersectio in the city’s tr c during peak e which is free yes Street. Th bove in Figure he Hayes Stre considered: ANALYSIS Y AT SETTLEMIER A on of a design ransportation k hours. The d e flowing. Th herefore, the e 7, is a signif eet left‐turnin AVENUE/HAYES S ated minor a n network. Th delay analysis is results in in e delay on the ficant enhanc ng traffic. Thi STREET arterial and a he existing sto s suggests tha nadequate ga e west leg is v cement to this s approach w 27 service op at there is aps for the very high. s location, would ---PAGE BREAK--- CITY OF WOOD  Install m  Limit acc Since this int recommende investment. F 0.72, which i It should be n mitigation m Highway 214 project build of traffic east Settlemier Av approaches. expansion. T  Upgrade  Expand t the eastb Avenue, This is a majo improvemen System Plan, completed b ODOT to help improvemen at a Volume‐ standards. Evergreen Ro pocket storag during the PM  Re‐stripe  Add strip  Adjust th This addition existing curb southbound DBURN I SMIT ini‐roundabo cess for the w ersection is b ed that the Ci For analysis p s within the r noted that th easures to ad 4/Settlemier A out year. A re tbound and w venue onto th The challeng herefore, the OR 214 to 5‐ he intersectio bound directi a sufficient d or roadway im t will likely be which began efore the app p the propose ts by the age to‐Capacity R oad/Hayes St ge without im M peak hour. e the southbo ping to accom he east curb li al left turn la to curb widt left turn lane H CREEK DEVE ut or west leg to righ being upgrade ity incorporat purposes, we range allowed e proposed p ddress potent Avenue: This eview of the t westbound on he highway w e at this locat e following ge ‐lane section f on of OR 214/ on on the hig istance to pro mprovement e considered n last year. It i proval of the ed project mo ncies. With th Ratio of 0.78 b treet: The sou mprovements Therefore, th ound shared le mmodate a ne ine, if necessa ne will increa h is 40’; this w e, and one rec LOPMENT TRA ht‐in and righ ed as part of t te better qua assumed a m d by the city s project has no tial impacts to s location doe traffic operat n Highway 21 westbound ex tion is that ad eometric impr from North C /Settlemier A ghway. The fiv omote balanc project that c by the City a is highly unlik proposed pro ove forward d his recomme by 2025, as n uthbound app . Left‐turning he following g eft‐through‐r ew left turn la ary, to accom ase intersecti would accom ceiving lane fo FFIC IMPACT A ht‐out only. the City’s imp lity traffic con mini‐roundabo standards. o impacts on t o pedestrians es not meet th ions analysis 4, and in the xceeds capacit dding capacity rovements ar Cascade Drive Avenue to pro ve‐lane impro ced usage of t covers about nd ODOT dur kely that the p oject. Therefo despite the de nded improve oted in Table proach will ex g vehicle queu geometric im right turn lane ne in the sou mmodate a no on capacity a modate a sou or the northb ANALYSIS provement to ntrols at this out design, w the off‐site p s are recomm he minimum suggests tha PM peak hou ty. Together, y to serve the re recommen e to east of Se ovide two thro ovement shou the new east a mile of the ring its update planned impr ore, the applic elays in the im ement in plac e 6, which is w xperience hea ues are likely mprovements e to provide a uthbound dire orthbound rec and provide a uthbound thr bound traffic. o the Hayes St location as a which a Volum edestrian mo mended as par performance t the intersec ur the northb there is sign ese high volu ded: ettlemier Ave ough lanes in uld continue tbound lane. highway cor e to the Woo rovement at t cant could su mplementatio ce, the inters within ODOT’s avy queuing w to block righ are recomme a shared thro ection. ceiving lane. dditional left rough‐right tu The left turn treet corridor part of that me‐to‐Capacity ovement. The rt of this proj e standards in ction has a hig bound left‐tur ificant queuin mes requires nue. n the westbou east of Settle ridor. This odburn Transp this location w upport the Cit on of the pro ection would s performanc with insufficie t turning veh ended: ough‐right tur t turn storage urn lane, one pocket need 28 r, it is y Ratio of erefore, no ect. n the gh volume rn from ng on all roadway und and emier portation would be ty and posed d operate ce ent turn icles rn lane. e. The ds to be ---PAGE BREAK--- CITY OF WOOD 150’ based o turn pocket w With the pro during the PM DBURN I SMIT n the left tur will be 60’. vision of a se M peak hour, H CREEK DEVE ning volumes eparate south as shown in LOPMENT TRA s in the PM pe bound left‐tu Table 6. FFIC IMPACT A eak hour (149 urn lane, the p ANALYSIS The taper peak hour co transition are onditions will ea to develop improve to LO 29 p the left‐ OS E ---PAGE BREAK--- CITY OF WOOD SUMMARY The traffic st details of the recommende EXISTING CO Based on fiel of findings:  One  The b avail repre  High volum FUTURE CO  The S comp  The S AM a  A po road  The a inter PROJECT PH  Whe stree area  The l  The a phas  For S the y Brow scen DBURN I SMIT Y/RECOMM udy report ou e proposed pr ed mitigation ONDITIONS d investigatio study area in bikeway impr able. Once H esent a secon crash rates w mes or facility NDITIONS Smith Creek D pleted within Smith Creek D and 712 in PM ssible restrict way. addition of Sm rsections to fa HASING AND n it is fully bu et system, wh . arge number analysis was c es of the proj Scenario 1, it w year 2021 and wn Lane. The i ario without H CREEK DEVE MENDATIO utlined the ex roject, numbe measures. on and the ini tersection op rovements wi Hayes Street is nd alternative were observe y design. Development about 8 year Development M) peak hour tion on on‐str mith Creek De all below pea CONNECTIO uilt, the Smith hich will offer r of travel opt conducted in ject and prop was assumed d the connect intersection o getting impac LOPMENT TRA NS xisting condit er of new trip itial operatio perates below ithin the stud s improved b e route. d at two loca t will be deve rs. t will generate trips when fu reet parking a evelopment p k hour perfor ONS h Creek Devel many routes tions will help three scenar posed roadwa d that the Pha tions from the of Highway 21 cted. FFIC IMPACT A ions of the st ps generated, nal analysis o w standards, a dy area are ve etween Casca tions, howev loped over ap e approximat ully built. along Harvard plus backgrou rmance stand lopment site s for travelers p to reduce ad rios. Each sce ay connection ase 1A, 1B, 2A e project site 14/Settlemie ANALYSIS tudy intersect its impacts o of the intersec and that is Se ery limited. O ade Avenue a ver, the crashe pproximately tely 6,946 dai d Drive would und growth w dards. will have twe s in and out a dded traffic o nario was bas ns are built. A, 2B and 2C o was via Harv r Avenue can tions in the vi on the interse ctions, below ettlemier Ave nly OR 214 ha and Settlemie es are not du y 9 phases and ily vehicle trip d address traf will cause two elve (12) conn nd through th on existing ne sed on the as of the project vard Drive, Kir n handle all th icinity of the ections and th w is the brief s nue/Hayes St as a continuo er Avenue, th ue to high traf d was assume ps and 1,256 ffic impacts a additional nections to th his new deve eighborhood s ssumption tha t will be comp rksey Drive a he project trip 30 project, he summary treet ous route is will ffic ed to be (543 in long the he local lopment streets. at some pleted by nd Ben ps for this ---PAGE BREAK--- CITY OF WOOD  For S and t  For S the r RECOMMEN Based upon t significant of standards tod developed in be considere The recomm the added tra Avenue/High the intersect RESPONSIBILI Settlemier A this location. Avenue, whic location shou preliminary r acceptable tr objective wit RESPONSIBILI Highway 214 Avenue) ope the project b the threshold multi‐family recommende to a 5‐lane ro page 24, this RESPONSIBILI Evergreen Ro would provid south leg of t improvemen DBURN I SMIT Scenario 2, it w the connectio Scenario 3, it w remaining con NDED OFF‐SI the analysis p ff‐site traffic i day. The cost nitial recomm ed during the ended mitiga affic at this lo hway 214. The ions and they TY OF LOCAL A venue/Hayes Given the Ci ch is designat uld continue t review of this raffic perform thout the nee TY OF LOCAL A 4/Settlemier A rates at Leve buildout. How d from the OD units could b ed to serve th oadway by ad improvemen TY OF APPLICA oad/Hayes St de a left turn the intersecti ts would prov H CREEK DEVE was assumed ons from the was assumed nnections fro TE IMPROVE presented in t mpacts at thr t to correct th endations for City’s Transp ation at Everg ocation. The a e mitigation m y would opera AGENCIES s Street: The ty’s plan to u ted as a servic to provide fu location sugg mance. Altern ed for striping AGENCIES AND Avenue: This l of Service E wever, the inte DOT’s Mobilit e built before he expected g dding a throug nt would prov ANT treet: It is rec lane in south on. The left t vide LOS D or LOPMENT TRA d that Phase 3 project site w d that all phas m the project EMENTS AND this report, it ree intersecti hese existing d r improveme ortation Syst green Road/H applicant will measures rec ate within the existing offse pgrade the q ce collector s ll access and gests that a m atively, a traf g changes. D ODOT (APP s junction of m during peak ersection cou ty target of 0. e this intersec growth within gh lane in eas vide LOS E con commended t bound direct urn storage l r better cond FFIC IMPACT A 3A and 4A of t was via Stubb ses of the pro t site are com D PROJECT M was determi ons. One of t deficiencies s nts at these l em Plan upda ayes Street w provide the f ommended b e mobility tar et legs of Hay uality of Haye treet, betwee provide safe mini‐roundab ffic signal con PLICANT WILL P major arterial hours today d uld handle all .95 v/c. There ction could be n the commun stbound and w nditions durin that the north ion and a sha ength needs itions during ANALYSIS the project w Road and Ea oject will be c mpleted. MITIGATION ned that the these intersec should be fun ocations. The ate process. will be the res fairshare for t below will pro rgets adopted yes Street com es Street and en Settlemier crossings for out design is ntrol could be PROVIDE FAIRS l (highway 21 during peak h project trips efore, a total e impacted. A nity. It is reco westbound d ng the PM pe h leg of this in ared through to at least 15 the peak hou will be comple den Way ompleted by proposed pro ctions does n nded by the lo ese improvem sponsibility of the improvem ovide accepta d by the City. mpounds the d its intersecti r Avenue and bikes and pe feasible, and e installed to a SHARE) 14) and a mino hours. The int for Scenario of 324 single Additional tra ommended to direction. As s eak hour. ntersection b and right‐tur 50’ with a 60’ urs. eted by the ye the year 202 oject would g ot meet perf ocal agencies. ment concept f the applican ments at Settl able performa operational i ion with Settl Cascade Ave edestrians. Ou d will provide achieve the s or arterial (Se tersection fai 1 without exc e family units affic capacity o upgrade the shown in Tabl be improved. T rn lane, simila taper. These 31 ear 2023 25 and all generate ormance . We have s should nt due to lemier ance at ssues at lemier enue, this ur ame ettlemier ls during ceeding and 105 is e OR 214 le 6 on This ar to the ---PAGE BREAK--- CITY OF WOOD APPENDIX Appendix A – DBURN I SMIT X – Raw Traffic H CREEK DEVE Count Data LOPMENT TRAFFIC IMPACT ANALYSIS 32 ---PAGE BREAK--- Southbound Harvard Dr Heavy Vehicle 17.6% In 17 Out 38 Data Provided by K-D-N.com [PHONE REDACTED] N/S street Harvard Dr 0 7 7 3 0 E/W street Evergreen Rd City, State Woodburn OR Eastbound Evergreen Rd Heavy Vehicle 5.4% Bicycles Right Thru Left U-Turn Westbound Evergreen Rd Heavy Vehicle 8.4% Peds 3 Peds 2 Peds 6 Site Notes Location 45.147347 - -122.878546 Out 69 U-Turn 0 Bicycles 0 In 83 Evergreen Rd at Harvard Dr Peak Hour Summary 07:00 AM to 08:00 AM Start Date Tuesday, March 21, 2017 Start Time 07:00:00 AM Left 23 Right 0 Weather Study ID # 107803 Thru Out 239 Peak 15 Min Start 07:35:00 AM Right 2 Left 21 PHF (15-Min Int) 0.84 Bicycles 0 U-Turn 0 Peds 31 177 Thru 62 Peak Hour Start 07:00:00 AM In 202 U-Turn Left Thru Right Bicycles 0 0 15 59 0 In 74 Out 30 Heavy Vehicle 2.7% Harvard Dr Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 74 NB SB EB WB 0 15 59 0 3 7 7 0 23 177 2 0 Uturn NB SB EB WB Right 69 239 Percent Heavy Vehicles 0.0% 0.0% 3.4% 0.0% 66.7% 0.0% 14.3% 0.0% 0.0% 5.6% 50.0% 0.0% 4.8% 17 202 83 30 38 21 62 0 5.9% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 5.4% 8.4% 6.7% 0.0% 10.1% 9.7% 0.0% 0.0% 2.7% 17.6% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 3 6 42 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 0 31 2 Evergreen Rd 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Harvard Dr Harvard Dr Evergreen Rd Sum 07:00:00 AM 0 2 5 0 0 0 0 0 2 10 0 0 0 1 Left Thru Right Uturn Sum 0 0 0 0 07:05:00 AM 0 0 4 0 0 0 0 0 1 17 0 3 0 0 73 07:10:00 AM 0 1 4 0 0 1 2 0 4 12 0 0 1 0 2 1 0 0 0 2 07:15:00 AM 0 1 4 0 0 0 0 0 81 07:20:00 AM 0 2 5 0 0 0 1 0 2 15 0 15 1 0 2 2 1 3 0 0 89 84 07:25:00 AM 0 1 7 0 0 2 3 0 0 16 0 0 1 0 0 3 1 1 0 10 07:30:00 AM 0 2 5 0 0 0 0 0 100 07:35:00 AM 0 1 6 0 0 1 0 0 1 21 0 14 0 0 1 4 1 7 0 0 106 109 07:40:00 AM 0 2 6 0 1 0 0 0 0 13 0 0 1 0 2 5 2 0 0 1 07:45:00 AM 0 0 5 0 0 0 0 0 112 07:50:00 AM 0 2 7 0 0 0 0 0 0 13 0 23 1 0 2 11 0 15 0 0 108 376 106 07:55:00 AM 0 1 1 0 0 0 0 0 0 8 0 0 7 0 2 7 1 0 0 0 08:00:00 AM 0 0 3 0 0 0 0 0 83 376 08:05:00 AM 0 0 1 0 1 0 1 0 0 9 0 8 0 0 2 6 0 4 0 0 65 368 75 374 08:10:00 AM 0 0 2 0 0 1 1 0 1 11 0 0 2 0 1 10 0 0 0 0 08:15:00 AM 0 0 1 0 0 0 1 0 60 355 08:20:00 AM 0 1 4 0 0 1 1 0 0 7 0 7 0 0 1 5 0 4 0 0 38 317 54 344 08:25:00 AM 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 3 0 0 0 1 08:30:00 AM 0 0 3 0 0 0 1 0 42 297 08:35:00 AM 0 1 0 0 0 0 1 0 1 3 0 10 1 0 0 3 0 2 0 0 38 249 35 270 08:40:00 AM 0 0 0 0 0 1 0 0 0 6 0 0 0 0 1 3 4 1 0 0 08:45:00 AM 0 1 0 0 0 0 0 0 31 216 08:50:00 AM 0 2 3 0 0 1 1 0 1 5 0 4 0 0 0 2 0 5 1 0 49 190 37 201 08:55:00 AM 0 0 5 0 0 2 0 0 1 5 0 0 2 0 0 3 ---PAGE BREAK--- Southbound Evergreen Rd Heavy Vehicle 6.3% In 111 Out 314 Data Provided by K-D-N.com [PHONE REDACTED] N/S street Evergreen Rd 0 14 47 50 0 E/W street W Hayes St City, State Woodburn OR Eastbound W Hayes St Heavy Vehicle 2.2% Bicycles Right Thru Left U-Turn Westbound W Hayes St Heavy Vehicle 3.6% Peds 0 Peds 0 Peds 0 Site Notes Location 45.147403 - -122.875759 Out 51 U-Turn 0 Bicycles 0 In 277 Evergreen Rd at W Hayes St Peak Hour Summary 07:15 AM to 08:15 AM Start Date Tuesday, March 21, 2017 Start Time 07:00:00 AM Left 15 Right 144 Weather Study ID # 107805 Thru Out 227 Peak 15 Min Start 07:25:00 AM Right 1 Left 96 PHF (15-Min Int) 0.81 Bicycles 1 U-Turn 0 Peds 5 28 Thru 37 Peak Hour Start 07:15:00 AM In 44 U-Turn Left Thru Right Bicycles 0 0 155 149 0 In 304 Out 144 Heavy Vehicle 5.3% Evergreen Rd Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 304 NB SB EB WB 0 155 149 0 50 47 14 0 15 28 1 0 Uturn NB SB EB WB Right 51 227 Percent Heavy Vehicles 0.0% 7.1% 3.4% 0.0% 0.0% 10.6% 14.3% 0.0% 0.0% 3.6% 0.0% 0.0% 2.1% 111 44 277 144 314 96 37 144 2.6% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 2.3% 3.6% 4.9% 5.4% 7.8% 5.4% 4.2% 0.0% 5.3% 6.3% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 0 0 1 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 0 0 5 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 1 5 0 W Hayes St 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Evergreen Rd Evergreen Rd W Hayes St Sum 07:00:00 AM 0 20 4 0 1 0 0 0 1 1 0 0 0 3 Left Thru Right Uturn Sum 10 0 6 0 07:05:00 AM 0 24 5 0 3 0 1 0 0 2 0 0 5 0 119 07:10:00 AM 0 14 6 0 4 1 0 0 3 1 0 0 2 0 2 0 1 1 0 0 07:15:00 AM 0 19 7 0 7 0 9 0 133 07:20:00 AM 0 12 15 0 6 1 1 0 1 1 1 4 0 0 2 4 3 1 13 0 171 135 07:25:00 AM 0 17 18 0 5 1 4 0 3 5 0 0 5 0 1 3 2 1 0 4 07:30:00 AM 0 11 15 0 17 0 19 0 197 07:35:00 AM 0 20 20 0 5 1 0 0 1 4 0 5 0 0 8 6 5 0 8 0 211 228 07:40:00 AM 0 11 16 0 4 5 1 0 2 3 0 0 5 0 9 3 2 1 0 0 07:45:00 AM 0 12 19 0 16 0 13 0 202 07:50:00 AM 0 12 17 0 5 1 1 0 2 1 0 1 0 0 11 4 4 2 16 0 211 712 192 07:55:00 AM 0 10 8 0 4 18 0 0 0 0 0 0 16 0 14 1 6 0 0 0 08:00:00 AM 0 5 5 0 9 0 10 0 184 716 08:05:00 AM 0 11 8 0 4 6 2 0 2 1 0 2 0 0 6 3 3 6 7 0 143 736 170 725 08:10:00 AM 0 15 1 0 2 3 2 0 0 1 0 0 10 0 9 4 2 1 0 1 08:15:00 AM 0 9 3 0 5 0 5 0 139 722 08:20:00 AM 0 7 6 0 2 1 0 0 0 0 0 1 0 0 6 5 3 3 7 0 90 655 112 702 08:25:00 AM 0 6 0 0 1 2 0 0 1 1 0 0 4 0 2 6 1 0 0 0 08:30:00 AM 0 8 7 0 10 0 9 0 93 618 08:35:00 AM 0 2 2 0 3 0 0 0 0 1 0 3 0 0 6 4 1 4 6 0 87 531 88 562 08:40:00 AM 0 5 1 0 0 2 2 0 1 1 0 0 2 0 4 2 3 0 0 1 08:45:00 AM 0 5 4 0 10 0 4 0 77 493 08:50:00 AM 0 4 3 0 2 1 4 0 0 5 0 2 0 0 2 6 2 5 9 0 109 429 92 462 08:55:00 AM 0 9 4 0 2 3 0 0 1 1 0 0 7 0 4 6 ---PAGE BREAK--- Southbound Evergreen Rd Heavy Vehicle 4.3% In 46 Out 83 Data Provided by K-D-N.com [PHONE REDACTED] N/S street Evergreen Rd 0 27 8 11 0 E/W street OR 214 City, State Woodburn OR Eastbound OR 214 Heavy Vehicle 4.8% Bicycles Right Thru Left U-Turn Westbound OR 214 Heavy Vehicle 8.2% Peds 0 Peds 0 Peds 2 Site Notes Location 45.150952 - -122.875772 Out 1056 U-Turn 23 Bicycles 0 In 792 Evergreen at OR214 Peak Hour Summary 07:00 AM to 08:00 AM Start Date Tuesday, March 21, 2017 Start Time 07:00:00 AM Left 52 Right 16 Weather Study ID # 107801 Thru Out 813 Peak 15 Min Start 07:20:00 AM Right 51 Left 114 PHF (15-Min Int) 0.93 Bicycles 0 U-Turn 6 Peds 2 658 Thru 656 Peak Hour Start 07:00:00 AM In 785 U-Turn Left Thru Right Bicycles 0 349 15 138 0 In 502 Out 173 Heavy Vehicle 6.0% Evergreen Rd Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 6 502 NB SB EB WB 349 15 138 0 11 8 27 0 52 658 51 24 Uturn NB SB EB WB Right 1056 813 Percent Heavy Vehicles 5.4% 6.7% 7.2% 0.0% 9.1% 0.0% 3.7% 0.0% 5.8% 4.9% 3.9% 4.2% 6.1% 46 785 792 173 83 114 656 16 5.3% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 4.8% 8.2% 5.2% 6.0% 7.4% 8.7% 6.3% 0.0% 6.0% 4.3% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 0 2 4 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 0 2 0 OR 214 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Evergreen Rd Evergreen Rd OR 214 Sum 07:00:00 AM 26 0 8 0 3 1 2 0 5 39 3 1 9 52 Left Thru Right Uturn Sum 1 0 0 0 07:05:00 AM 28 1 15 0 1 2 0 0 1 52 2 58 1 0 475 07:10:00 AM 29 2 11 0 1 0 4 0 1 55 1 0 8 2 7 43 0 3 0 3 07:15:00 AM 26 1 14 0 1 0 1 1 500 07:20:00 AM 33 1 12 0 2 0 4 0 6 61 4 49 10 4 9 53 0 55 1 0 546 544 07:25:00 AM 29 1 11 0 0 0 2 0 5 55 4 1 9 1 13 61 0 2 0 2 07:30:00 AM 29 1 17 0 1 0 2 0 573 07:35:00 AM 46 2 15 0 0 2 1 0 4 49 3 65 8 7 6 61 1 65 2 0 565 559 07:40:00 AM 30 2 14 0 1 2 2 0 5 49 2 2 3 2 6 54 1 4 0 3 07:45:00 AM 18 1 7 0 3 1 3 2 542 07:50:00 AM 26 2 8 0 1 0 2 0 12 71 2 63 5 0 8 63 0 47 0 2 539 2125 544 07:55:00 AM 29 1 6 0 1 0 1 0 5 50 7 2 23 2 13 44 2 0 0 4 08:00:00 AM 24 2 4 0 1 0 0 0 495 2110 08:05:00 AM 24 1 6 0 1 3 9 0 3 46 5 42 6 3 12 34 1 63 4 0 447 2097 474 2121 08:10:00 AM 14 0 3 0 2 2 4 0 4 39 3 1 8 2 9 56 2 3 0 2 08:15:00 AM 26 3 11 0 1 1 4 0 449 2059 08:20:00 AM 25 1 4 0 1 2 1 0 4 39 3 29 4 4 6 41 1 43 1 2 399 1950 410 1987 08:25:00 AM 20 3 7 0 0 0 3 0 8 39 2 1 7 0 8 37 0 0 0 4 08:30:00 AM 17 2 8 0 0 0 0 2 377 1863 08:35:00 AM 23 0 5 0 0 0 1 0 1 35 1 52 2 0 4 23 0 32 2 0 372 1757 386 1814 08:40:00 AM 18 0 10 0 3 0 0 0 3 36 8 1 9 3 7 60 2 3 0 2 08:45:00 AM 22 0 7 0 2 2 2 0 374 1695 08:50:00 AM 15 2 9 0 2 0 4 0 5 36 5 29 2 1 10 34 2 38 1 2 377 1595 368 1638 08:55:00 AM 16 2 16 0 0 0 4 0 6 33 5 2 6 2 11 35 ---PAGE BREAK--- Southbound I5 NB ramps Heavy Vehicle 0.0% In 0 Out 406 Data Provided by K-D-N.com [PHONE REDACTED] N/S street I5 NB ramps 0 0 0 0 0 E/W street OR214 City, State Woodburn OR Eastbound OR214 Heavy Vehicle 8.1% Bicycles Right Thru Left U-Turn Westbound OR214 Heavy Vehicle 7.2% Peds 0 Peds 0 Peds 0 Site Notes Location 45.150722 - -122.878041 Out 756 U-Turn 0 Bicycles 0 In 1036 I5 NB ramp at OR214 Peak Hour Summary 07:00 AM to 08:00 AM Start Date Tuesday, March 21, 2017 Start Time 07:00:00 AM Left 1 Right 405 Weather Study ID # 107807 Thru Out 893 Peak 15 Min Start 07:15:00 AM Right 153 Left 0 PHF (15-Min Int) 0.94 Bicycles 0 U-Turn 0 Peds 0 423 Thru 631 Peak Hour Start 07:00:00 AM In 577 U-Turn Left Thru Right Bicycles 0 125 0 470 0 In 595 Out 153 Heavy Vehicle 4.5% I5 NB ramps Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 595 NB SB EB WB 125 0 470 0 0 0 0 0 1 423 153 0 Uturn NB SB EB WB Right 756 893 Percent Heavy Vehicles 9.6% 0.0% 3.2% 0.0% 0.0% 0.0% 0.0% 0.0% 100.0% 7.6% 9.2% 0.0% 0.0% 0 577 1036 153 406 0 631 405 5.3% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 8.1% 7.2% 9.2% 3.4% 9.8% 9.8% 3.2% 0.0% 4.5% 0.0% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 0 0 0 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 0 0 0 OR214 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn I5 NB ramps I5 NB ramps OR214 Sum 07:00:00 AM 7 0 35 0 0 0 0 0 0 27 21 0 0 43 Left Thru Right Uturn Sum 28 0 30 0 07:05:00 AM 11 0 39 0 0 0 0 0 0 35 16 47 36 0 514 07:10:00 AM 13 0 36 0 0 0 0 0 0 34 6 0 0 0 0 50 0 0 0 0 07:15:00 AM 7 0 33 0 28 0 43 0 537 07:20:00 AM 15 0 59 0 0 0 0 0 1 29 15 34 14 0 0 55 0 58 35 0 585 561 07:25:00 AM 15 0 38 0 0 0 0 0 0 40 10 0 0 0 0 56 0 0 0 0 07:30:00 AM 3 0 32 0 49 0 29 0 584 07:35:00 AM 5 0 34 0 0 0 0 0 0 32 15 48 9 0 0 64 0 68 25 0 561 576 07:40:00 AM 14 0 38 0 0 0 0 0 0 24 12 0 0 0 0 60 0 0 0 0 07:45:00 AM 14 0 45 0 24 0 33 0 560 07:50:00 AM 13 0 41 0 0 0 0 0 0 52 11 36 14 0 0 42 0 45 45 0 548 2208 549 07:55:00 AM 8 0 40 0 0 0 0 0 0 32 10 0 0 0 0 43 0 0 0 0 08:00:00 AM 10 0 27 0 34 0 23 0 499 2180 08:05:00 AM 6 0 33 0 0 0 0 0 0 33 2 31 8 0 0 36 0 52 31 0 443 2137 474 2160 08:10:00 AM 7 0 20 0 0 0 0 0 0 31 8 0 0 0 0 51 0 0 0 0 08:15:00 AM 8 0 19 0 23 0 38 0 446 2089 08:20:00 AM 5 0 25 0 0 0 0 0 0 31 10 18 16 0 0 39 0 40 17 0 403 1955 424 2023 08:25:00 AM 8 0 29 0 0 0 0 0 0 25 9 0 0 0 0 43 0 0 0 0 08:30:00 AM 5 0 34 0 32 0 19 0 403 1908 08:35:00 AM 11 0 27 0 0 0 0 0 0 29 6 46 10 0 0 24 0 22 28 0 416 1810 419 1866 08:40:00 AM 7 0 27 0 0 0 0 0 0 31 10 0 0 0 0 48 0 0 0 0 08:45:00 AM 12 0 25 0 23 0 31 0 404 1752 08:50:00 AM 12 0 22 0 0 0 0 0 0 37 7 23 6 0 0 29 0 32 24 0 391 1653 387 1704 08:55:00 AM 11 0 27 0 0 0 0 0 0 29 6 0 0 0 0 35 ---PAGE BREAK--- Southbound I5 SB ramps Heavy Vehicle 10.7% In 318 Out 397 Data Provided by K-D-N.com [PHONE REDACTED] N/S street I5 SB ramps 0 134 0 184 0 E/W street OR214 City, State Woodburn OR Eastbound OR214 Heavy Vehicle 7.9% Bicycles Right Thru Left U-Turn Westbound OR214 Heavy Vehicle 9.8% Peds 0 Peds 0 Peds 0 Site Notes Location 45.15108 - -122.882928 Out 493 U-Turn 0 Bicycles 0 In 756 I5 SB ramp at OR214 Peak Hour Summary 07:00 AM to 08:00 AM Start Date Tuesday, March 21, 2017 Start Time 07:00:00 AM Left 0 Right 397 Weather Study ID # 107809 Thru Out 581 Peak 15 Min Start 07:20:00 AM Right 145 Left 0 PHF (15-Min Int) 0.92 Bicycles 0 U-Turn 0 Peds 0 397 Thru 359 Peak Hour Start 07:00:00 AM In 542 U-Turn Left Thru Right Bicycles 0 0 0 0 0 In 0 Out 145 Heavy Vehicle NaN I5 SB ramps Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 0 NB SB EB WB 0 0 0 0 184 0 134 0 0 397 145 0 Uturn NB SB EB WB Right 493 581 Percent Heavy Vehicles 0.0% 0.0% 0.0% 0.0% 9.2% 0.0% 12.7% 0.0% 0.0% 7.8% 8.3% 0.0% 0.0% 318 542 756 145 397 0 359 397 8.3% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 7.9% 9.8% 8.3% 12.1% 8.7% 7.2% 12.1% 0.0% #DIV/0! 10.7% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 0 0 0 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 0 0 0 OR214 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn I5 SB ramps OR214 Sum 07:00:00 AM 15 7 40 12 0 21 Left Thru Right Uturn Sum 26 0 29 0 07:05:00 AM 19 14 21 12 26 34 0 377 07:10:00 AM 16 7 31 12 0 0 35 10 07:15:00 AM 38 0 33 0 379 07:20:00 AM 13 16 34 19 31 7 0 29 16 33 40 0 423 405 07:25:00 AM 19 11 32 9 0 0 33 10 07:30:00 AM 40 0 47 0 439 07:35:00 AM 14 19 32 8 34 8 0 20 23 43 39 0 429 424 07:40:00 AM 9 14 33 11 0 0 25 10 07:45:00 AM 22 0 27 0 429 07:50:00 AM 9 8 42 16 38 20 0 29 18 31 22 0 387 1616 422 07:55:00 AM 13 8 29 11 0 0 34 5 08:00:00 AM 34 0 25 0 343 1590 08:05:00 AM 17 6 21 10 24 8 0 21 15 23 36 0 325 1564 323 1574 08:10:00 AM 14 9 25 9 0 0 23 8 08:15:00 AM 30 0 19 0 325 1536 08:20:00 AM 13 12 24 14 27 7 0 28 9 19 29 0 321 1462 325 1494 08:25:00 AM 16 9 32 7 0 0 18 19 08:30:00 AM 31 0 16 0 324 1421 08:35:00 AM 13 11 24 11 31 10 0 13 12 16 13 0 312 1345 331 1401 08:40:00 AM 14 9 27 14 0 0 28 8 08:45:00 AM 21 0 19 0 301 1293 08:50:00 AM 15 4 30 7 15 10 0 22 16 23 20 0 290 1248 286 1265 08:55:00 AM 22 10 14 8 0 0 26 ---PAGE BREAK--- Southbound S Boones Ferry Rd Heavy Vehicle 5.5% In 311 Out 288 Data Provided by K-D-N.com [PHONE REDACTED] N/S street S Boones Ferry Rd 0 12 299 0 0 E/W street Ben Brown Ln City, State Woodburn OR Eastbound Ben Brown Ln Heavy Vehicle 3.8% Bicycles Right Thru Left U-Turn Westbound Heavy Vehicle 0.0% Peds 3 Peds 0 Peds Site Notes Location 45.137496 - -122.864178 Out 13 U-Turn 0 Bicycles 0 In 0 S Boones Ferry Rd at Ben Brown Ln Peak Hour Summary 07:15 AM to 08:15 AM Start Date Tuesday, March 21, 2017 Start Time 07:00:00 AM Left 24 Right 0 Weather Study ID # 107815 Thru Out 0 Peak 15 Min Start 07:40:00 AM Right 2 Left 0 PHF (15-Min Int) 0.82 Bicycles 0 U-Turn 0 Peds 0 0 Thru 0 Peak Hour Start 07:15:00 AM In 26 U-Turn Left Thru Right Bicycles 0 1 264 0 0 In 265 Out 301 Heavy Vehicle 11.3% S Boones Ferry Rd Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 265 NB SB EB WB 1 264 0 0 0 299 12 0 24 0 2 0 Uturn NB SB EB WB Right 13 0 Percent Heavy Vehicles 0.0% 11.4% 0.0% 0.0% 0.0% 5.7% 0.0% 0.0% 0.0% 0.0% 50.0% 0.0% 0.0% 311 26 0 301 288 0 0 0 0.0% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 3.8% 0.0% 6.0% 10.4% 0.0% 0.0% 0.0% 0.0% 11.3% 5.5% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 3 3 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 0 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn S Boones Ferry Rd S Boones Ferry Rd Ben Brown Ln Sum 07:00:00 AM 0 19 0 8 0 0 1 0 0 Left Thru Right Uturn Sum 07:05:00 AM 0 10 0 15 1 0 2 0 84 07:10:00 AM 0 14 0 13 0 0 1 0 0 0 19 1 0 2 07:15:00 AM 0 13 0 91 07:20:00 AM 0 17 0 23 0 0 2 0 0 0 118 105 07:25:00 AM 0 18 0 20 1 0 2 0 0 0 28 0 0 4 07:30:00 AM 0 23 0 138 07:35:00 AM 0 21 0 25 0 0 4 0 0 0 176 146 07:40:00 AM 0 25 0 39 3 0 4 0 0 0 35 1 0 1 07:45:00 AM 0 23 0 181 07:50:00 AM 0 23 0 27 2 0 1 0 0 0 171 549 184 07:55:00 AM 0 24 0 32 1 0 1 0 0 0 19 2 0 1 08:00:00 AM 1 21 0 155 565 08:05:00 AM 0 25 0 22 0 0 1 1 0 0 137 602 151 586 08:10:00 AM 0 31 0 10 1 0 1 1 0 0 5 0 0 1 08:15:00 AM 0 9 0 108 582 08:20:00 AM 0 16 0 7 0 0 2 0 0 0 54 538 84 565 08:25:00 AM 0 9 0 5 0 0 0 0 0 0 14 1 0 1 08:30:00 AM 1 9 0 65 509 08:35:00 AM 0 5 0 3 0 0 1 0 0 0 51 413 49 468 08:40:00 AM 0 10 0 6 0 0 0 0 0 0 4 1 0 2 08:45:00 AM 0 6 0 38 366 08:50:00 AM 0 8 0 3 0 0 0 1 0 0 40 282 41 325 08:55:00 AM 0 7 0 7 0 0 1 0 0 0 ---PAGE BREAK--- Southbound N Settlemeir Ave Heavy Vehicle 5.7% In 386 Out 460 Data Provided by K-D-N.com [PHONE REDACTED] N/S street N Settlemeir Ave 0 53 324 9 0 E/W street W Hayes St City, State Woodburn OR Eastbound W Hayes St Heavy Vehicle 4.0% Bicycles Right Thru Left U-Turn Westbound W Hayes St Heavy Vehicle 0.0% Peds 0 Peds 0 Peds 1 Site Notes Location 45.145751 - -122.860855 Out 200 U-Turn 0 Bicycles 0 In 40 W Hayes St at N Settlemier Ave Peak Hour Summary 07:15 AM to 08:15 AM Start Date Tuesday, March 21, 2017 Start Time 07:00:00 AM Left 40 Right 16 Weather Study ID # 107817 Thru Out 29 Peak 15 Min Start 07:30:00 AM Right 144 Left 1 PHF (15-Min Int) 0.83 Bicycles 0 U-Turn 0 Peds 0 16 Thru 23 Peak Hour Start 07:15:00 AM In 200 U-Turn Left Thru Right Bicycles 0 124 404 4 0 In 532 Out 469 Heavy Vehicle 7.0% N Settlemeir Ave Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 532 NB SB EB WB 124 404 4 0 9 324 53 0 40 16 144 0 Uturn NB SB EB WB Right 200 29 Percent Heavy Vehicles 4.8% 7.7% 0.0% 0.0% 0.0% 5.6% 7.5% 0.0% 2.5% 0.0% 4.9% 0.0% 0.0% 386 200 40 469 460 1 23 16 0.0% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 4.0% 0.0% 5.3% 7.0% 5.0% 0.0% 0.0% 0.0% 7.0% 5.7% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 0 1 1 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 0 0 0 W Hayes St 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn N Settlemeir Ave N Settlemeir Ave W Hayes St Sum 07:00:00 AM 6 28 0 0 1 15 2 0 1 1 3 0 0 0 Left Thru Right Uturn Sum 1 0 2 0 07:05:00 AM 6 37 0 0 0 26 3 0 4 0 8 1 1 0 207 07:10:00 AM 6 28 0 0 0 21 1 0 0 2 3 0 0 0 0 0 16 6 0 4 07:15:00 AM 7 31 0 0 2 0 0 0 224 07:20:00 AM 10 35 0 0 0 27 5 0 3 1 10 0 12 0 0 0 0 2 1 0 258 235 07:25:00 AM 10 33 0 0 3 13 3 0 2 0 18 0 1 0 0 3 31 9 0 3 07:30:00 AM 13 40 1 0 3 0 2 0 299 07:35:00 AM 10 36 0 0 0 30 6 0 3 1 16 2 13 0 0 1 2 4 2 0 350 310 07:40:00 AM 13 36 1 0 1 36 7 0 3 0 23 0 0 0 0 2 32 3 0 5 07:45:00 AM 12 36 1 0 0 0 1 0 348 07:50:00 AM 7 36 0 0 1 34 2 0 4 2 12 3 15 0 0 6 1 2 4 0 309 1124 342 07:55:00 AM 11 29 0 0 0 28 4 0 4 4 7 0 0 0 0 3 27 2 0 2 08:00:00 AM 10 32 0 0 0 0 1 0 274 1145 08:05:00 AM 9 28 1 0 0 33 4 0 5 0 12 2 4 0 0 0 0 0 0 0 241 1158 265 1152 08:10:00 AM 12 32 0 0 1 17 2 0 2 1 2 0 0 0 0 0 15 1 0 2 08:15:00 AM 7 25 1 0 1 0 1 0 219 1140 08:20:00 AM 6 21 0 0 0 10 3 0 1 0 6 1 4 0 0 0 1 1 0 0 156 1056 175 1092 08:25:00 AM 5 26 0 0 0 12 0 0 0 1 5 0 0 0 0 0 22 4 0 1 08:30:00 AM 8 17 1 0 0 0 1 0 153 994 08:35:00 AM 2 11 0 0 0 12 0 0 3 3 2 0 0 0 0 0 1 0 0 0 121 827 139 921 08:40:00 AM 3 10 1 0 0 10 3 0 2 0 2 0 1 0 0 1 14 3 0 0 08:45:00 AM 7 17 0 0 1 0 0 0 112 758 08:50:00 AM 7 20 0 0 1 10 2 0 1 1 4 0 3 0 0 2 0 2 0 0 139 657 125 704 08:55:00 AM 2 17 0 0 1 13 3 0 2 3 2 0 1 0 0 0 ---PAGE BREAK--- Southbound N Settlemier Rd Heavy Vehicle 6.5% In 565 Out 530 Data Provided by K-D-N.com [PHONE REDACTED] N/S street Boones Ferry Rd 0 168 251 146 0 E/W street OR 214 City, State Woodburn OR Eastbound OR 214 Heavy Vehicle 5.8% Bicycles Right Thru Left U-Turn Westbound OR 214 Heavy Vehicle 11.4% Peds 34 Peds 9 Peds 11 Site Notes Location 45.149127 - -122.860072 Out 766 U-Turn 0 Bicycles 0 In 598 OR214 at N Settlemier Ave Peak Hour Summary 07:10 AM to 08:10 AM Start Date Tuesday, March 21, 2017 Start Time 07:00:00 AM Left 151 Right 127 Weather Study ID # 107811 Thru Out 676 Peak 15 Min Start 07:40:00 AM Right 163 Left 94 PHF (15-Min Int) 0.88 Bicycles 0 U-Turn 0 Peds 5 457 Thru 377 Peak Hour Start 07:10:00 AM In 771 U-Turn Left Thru Right Bicycles 0 221 252 73 0 In 546 Out 508 Heavy Vehicle 5.1% Boones Ferry Rd Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 546 NB SB EB WB 221 252 73 0 146 251 168 0 151 457 163 0 Uturn NB SB EB WB Right 766 676 Percent Heavy Vehicles 6.8% 1.2% 13.7% 0.0% 11.6% 6.4% 2.4% 0.0% 3.3% 6.8% 5.5% 0.0% 3.2% 565 771 598 508 530 94 377 127 8.6% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 5.8% 11.4% 5.5% 2.3% 10.4% 16.2% 3.1% 0.0% 5.1% 6.5% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 34 11 59 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 0 5 9 OR 214 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Boones Ferry Rd N Settlemier Rd OR 214 Sum 07:00:00 AM 20 13 3 0 6 3 4 0 8 31 16 0 2 31 Left Thru Right Uturn Sum 8 0 2 0 07:05:00 AM 21 16 7 0 4 12 6 0 10 26 17 32 2 0 455 07:10:00 AM 21 16 3 0 2 5 10 0 12 42 14 0 3 0 6 21 17 11 0 6 07:15:00 AM 19 24 10 0 11 0 11 0 491 07:20:00 AM 13 25 0 0 11 22 12 0 11 30 12 33 10 0 2 31 1 27 13 0 567 524 07:25:00 AM 20 22 5 0 10 18 12 0 12 43 17 0 6 0 8 32 22 17 0 6 07:30:00 AM 16 25 10 0 13 0 13 0 607 07:35:00 AM 23 15 4 0 11 15 17 0 19 48 14 40 18 0 4 31 13 35 17 0 672 640 07:40:00 AM 21 25 11 0 10 24 12 0 18 35 11 0 18 0 8 33 26 22 0 19 07:45:00 AM 15 25 8 0 9 0 13 0 694 07:50:00 AM 20 28 5 0 19 29 18 0 19 30 10 41 11 0 12 33 12 33 12 0 696 2390 707 07:55:00 AM 17 19 5 0 17 26 13 0 19 44 16 0 5 0 20 26 19 9 0 4 08:00:00 AM 15 15 5 0 4 0 9 0 644 2436 08:05:00 AM 21 13 7 0 21 28 15 0 6 35 12 36 18 0 5 31 19 26 2 0 534 2469 609 2480 08:10:00 AM 22 15 6 0 9 21 14 0 6 23 5 0 2 0 3 33 9 6 0 8 08:15:00 AM 19 12 5 0 4 0 1 0 490 2435 08:20:00 AM 13 5 4 0 6 10 5 0 5 32 8 36 10 0 5 22 8 23 2 0 368 2270 412 2368 08:25:00 AM 10 13 8 0 4 3 7 0 4 20 10 0 3 0 2 26 10 5 0 6 08:30:00 AM 13 9 4 0 3 0 1 0 354 2182 08:35:00 AM 17 2 5 0 6 10 3 0 3 29 14 28 14 0 6 28 3 24 2 0 364 1962 358 2086 08:40:00 AM 9 1 3 0 4 8 2 0 7 35 12 0 6 0 5 27 8 3 0 2 08:45:00 AM 15 7 1 0 8 0 1 0 340 1828 08:50:00 AM 17 12 5 0 9 13 9 0 3 31 7 18 10 0 2 34 2 30 1 0 366 1632 351 1730 08:55:00 AM 9 4 1 0 2 8 3 0 5 40 20 0 5 0 2 19 ---PAGE BREAK--- Southbound Stubb Rd NE Heavy Vehicle 0.0% In 9 Out 4 Data Provided by K-D-N.com [PHONE REDACTED] N/S street Stubb Rd NE 0 4 0 5 0 E/W street Parr Rd City, State Woodburn OR Eastbound Parr Rd Heavy Vehicle 3.4% Bicycles Right Thru Left U-Turn Westbound Parr Rd Heavy Vehicle 2.3% Peds 0 Peds 1 Peds 0 Site Notes Location 45.136454 - -122.879529 Out 89 U-Turn 0 Bicycles 0 In 88 Stubb at Parr Peak Hour Summary 07:15 AM to 08:15 AM Start Date Tuesday, March 21, 2017 Start Time 07:00:00 AM Left 1 Right 3 Weather Study ID # 107813 Thru Out 123 Peak 15 Min Start 07:25:00 AM Right 0 Left 0 PHF (15-Min Int) 0.71 Bicycles 0 U-Turn 0 Peds 118 Thru 85 Peak Hour Start 07:15:00 AM In 119 U-Turn Left Thru Right Bicycles 0 0 0 0 0 In 0 Out 0 Heavy Vehicle NaN Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 0 NB SB EB WB 0 0 0 0 5 0 4 0 1 118 0 0 Uturn NB SB EB WB Right 89 123 Percent Heavy Vehicles 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 3.4% 0.0% 0.0% 0.0% 9 119 88 0 4 0 85 3 3.3% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 3.4% 2.3% #DIV/0! 0.0% 2.2% 2.4% 0.0% 0.0% #DIV/0! 0.0% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 0 0 1 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 0 1 Parr Rd 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Stubb Rd NE Parr Rd Sum 07:00:00 AM 0 0 0 0 3 0 1 Left Thru Right Uturn Sum 0 0 0 0 07:05:00 AM 0 0 0 0 4 8 0 0 26 07:10:00 AM 0 0 0 0 6 0 0 4 0 0 0 07:15:00 AM 0 0 0 0 39 07:20:00 AM 0 1 0 0 10 10 0 6 1 9 0 0 62 48 07:25:00 AM 2 1 0 0 16 0 0 6 0 0 1 07:30:00 AM 0 0 0 0 72 07:35:00 AM 0 2 0 0 12 16 0 10 0 8 0 0 68 76 07:40:00 AM 0 0 0 0 12 0 0 7 0 0 0 07:45:00 AM 0 0 0 0 59 07:50:00 AM 0 0 0 0 10 13 0 5 0 5 0 0 51 207 55 07:55:00 AM 0 0 0 0 11 0 0 7 0 0 0 08:00:00 AM 1 0 0 0 39 209 08:05:00 AM 1 0 0 0 4 1 0 5 0 9 2 0 35 216 36 215 08:10:00 AM 1 0 0 0 3 0 0 8 1 0 1 08:15:00 AM 0 0 0 0 40 210 08:20:00 AM 0 0 0 0 4 7 0 0 2 1 0 0 20 174 32 199 08:25:00 AM 0 0 0 0 2 0 0 2 0 0 0 08:30:00 AM 0 0 1 0 11 149 08:35:00 AM 0 0 0 0 2 1 0 0 0 0 0 0 9 115 10 133 08:40:00 AM 0 0 0 0 2 0 0 3 0 0 0 08:45:00 AM 0 0 0 0 9 99 08:50:00 AM 0 0 0 0 2 1 0 0 1 1 0 0 8 72 6 84 08:55:00 AM 0 0 0 0 3 0 0 0 ---PAGE BREAK--- Southbound N Cascade Dr Heavy Vehicle 7.8% In 90 Out 50 Data Provided by K-D-N.com [PHONE REDACTED] N/S street N Cascade Dr 0 48 5 37 0 E/W street W Hayes St City, State Woodburn OR Eastbound W Hayes St Heavy Vehicle 1.9% Bicycles Right Thru Left U-Turn Westbound W Hayes St Heavy Vehicle 3.2% Peds 3 Peds 0 Peds 1 Site Notes Location 45.146214 - -122.870792 Out 253 U-Turn 0 Bicycles 0 In 217 W Hayes St at N Cascade Dr Peak Hour Summary 07:15 AM to 08:15 AM Start Date Tuesday, April 18, 2017 Start Time 07:00:00 AM Left 32 Right 14 Weather Study ID # Thru Out 221 Peak 15 Min Start 07:40:00 AM Right 0 Left 1 PHF (15-Min Int) 0.72 Bicycles 0 U-Turn 0 Peds 11 184 Thru 202 Peak Hour Start 07:15:00 AM In 216 U-Turn Left Thru Right Bicycles 0 3 4 0 0 In 7 Out 6 Heavy Vehicle 0.0% N Cascade Dr Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 7 NB SB EB WB 3 4 0 0 37 5 48 0 32 184 0 0 Uturn NB SB EB WB Right 253 221 Percent Heavy Vehicles 0.0% 0.0% 0.0% 0.0% 10.8% 20.0% 4.2% 0.0% 0.0% 2.2% 0.0% 0.0% 0.0% 90 216 217 6 50 1 202 14 3.6% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 1.9% 3.2% 16.7% 6.0% 2.4% 2.0% 21.4% 0.0% 0.0% 7.8% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 3 1 15 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 0 11 0 W Hayes St 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn N Cascade Dr N Cascade Dr W Hayes St Sum 07:00:00 AM 0 0 0 0 0 0 1 0 0 9 0 0 0 11 Left Thru Right Uturn Sum 1 0 0 0 07:05:00 AM 0 0 0 0 3 0 3 0 0 7 0 8 0 0 66 07:10:00 AM 0 1 1 0 4 0 3 0 0 10 0 0 0 0 0 4 0 2 0 1 07:15:00 AM 1 1 0 0 1 0 0 0 80 07:20:00 AM 0 0 0 0 4 0 4 0 1 28 0 16 0 0 0 10 4 11 0 0 120 112 07:25:00 AM 0 0 0 0 1 1 2 0 3 17 0 0 0 0 0 12 1 3 0 2 07:30:00 AM 1 0 0 0 1 0 1 0 134 07:35:00 AM 0 0 0 0 3 0 1 0 7 16 0 16 0 0 0 21 4 22 2 0 148 125 07:40:00 AM 0 0 0 0 7 0 3 0 5 19 0 0 0 0 0 13 0 5 0 4 07:45:00 AM 1 0 0 0 6 0 3 0 162 07:50:00 AM 0 0 0 0 3 0 7 0 3 23 0 26 0 0 0 21 3 26 0 0 174 508 184 07:55:00 AM 0 0 0 0 5 1 7 0 1 8 0 0 0 0 0 21 1 4 0 1 08:00:00 AM 0 0 0 0 0 0 0 0 145 521 08:05:00 AM 0 0 0 0 1 1 4 0 1 6 0 6 0 0 0 20 2 14 0 0 88 530 107 528 08:10:00 AM 0 3 0 0 0 0 6 0 3 3 0 0 0 0 1 11 1 3 0 1 08:15:00 AM 0 1 0 0 0 0 0 0 84 525 08:20:00 AM 0 1 0 0 0 0 4 0 0 3 0 9 0 0 0 15 0 5 1 0 66 476 77 493 08:25:00 AM 0 0 0 0 0 0 5 0 2 5 0 0 0 0 1 9 1 5 0 1 08:30:00 AM 1 2 0 0 0 0 0 0 63 454 08:35:00 AM 0 0 0 0 0 1 2 0 3 3 0 9 0 0 0 5 3 10 0 0 60 388 58 426 08:40:00 AM 0 0 0 0 0 2 2 0 2 4 0 0 0 0 0 4 1 3 0 1 08:45:00 AM 0 0 0 0 0 0 0 0 54 346 08:50:00 AM 1 2 0 0 0 0 4 0 0 13 0 6 0 0 0 9 1 6 0 0 81 295 79 321 08:55:00 AM 1 1 0 0 0 0 6 0 3 5 0 0 0 0 0 18 ---PAGE BREAK--- Southbound W Oregon Way Heavy Vehicle 3.1% In 64 Out 45 Data Provided by K-D-N.com [PHONE REDACTED] N/S street W Oregon Way 0 51 2 11 0 E/W street OR214 City, State Woodburn OR Eastbound OR214 Heavy Vehicle 7.5% Bicycles Right Thru Left U-Turn Westbound OR214 Heavy Vehicle 8.9% Peds 0 Peds 0 Peds 0 Site Notes Location 45.150927 - -122.873334 Out 796 U-Turn 11 Bicycles 0 In 742 OR214 at Oregon Way Peak Hour Summary 07:00 AM to 08:00 AM Start Date Tuesday, April 18, 2017 Start Time 07:00:00 AM Left 20 Right 16 Weather Study ID # Thru Out 815 Peak 15 Min Start 07:30:00 AM Right 6 Left 8 PHF (15-Min Int) 0.88 Bicycles 0 U-Turn 0 Peds 3 798 Thru 718 Peak Hour Start 07:00:00 AM In 835 U-Turn Left Thru Right Bicycles 0 16 9 6 0 In 31 Out 16 Heavy Vehicle 9.7% W Oregon Way Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 31 NB SB EB WB 16 9 6 0 11 2 51 0 20 798 6 11 Uturn NB SB EB WB Right 796 815 Percent Heavy Vehicles 6.3% 0.0% 33.3% 0.0% 9.1% 0.0% 2.0% 0.0% 5.0% 7.8% 0.0% 0.0% 12.5% 64 835 742 16 45 8 718 16 8.0% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 7.5% 8.9% 6.3% 4.4% 8.3% 8.9% 6.3% 0.0% 9.7% 3.1% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 0 0 3 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 0 3 0 OR214 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn W Oregon Way W Oregon Way OR214 Sum 07:00:00 AM 0 0 0 0 0 0 3 0 3 58 0 1 0 56 Left Thru Right Uturn Sum 0 0 1 0 07:05:00 AM 0 1 0 0 3 0 3 0 2 55 0 61 0 0 377 07:10:00 AM 0 0 0 0 0 0 4 0 2 59 1 1 2 1 0 60 0 4 0 0 07:15:00 AM 3 0 0 0 0 0 1 0 381 07:20:00 AM 0 0 2 0 0 0 4 0 1 89 0 63 0 1 0 54 0 57 2 0 424 423 07:25:00 AM 1 1 0 0 1 0 9 0 2 57 0 1 0 3 0 68 0 3 0 1 07:30:00 AM 2 1 1 0 2 0 3 0 457 07:35:00 AM 3 0 0 0 1 0 3 0 2 88 1 71 1 1 2 73 0 53 3 0 475 454 07:40:00 AM 2 0 2 0 3 0 3 0 0 84 1 0 1 2 1 61 0 1 0 1 07:45:00 AM 1 0 1 0 1 0 0 0 457 07:50:00 AM 2 3 0 0 0 2 9 0 5 59 0 69 1 0 0 64 3 57 3 0 396 1672 429 07:55:00 AM 2 3 0 0 0 0 5 0 1 46 1 0 1 0 1 54 1 3 0 3 08:00:00 AM 3 0 0 0 2 0 0 0 368 1663 08:05:00 AM 3 0 0 0 2 1 4 0 2 58 1 36 1 1 5 57 3 59 2 0 353 1648 352 1658 08:10:00 AM 3 0 2 0 1 1 9 0 1 39 1 2 0 0 2 45 0 3 0 3 08:15:00 AM 0 0 0 0 4 0 2 0 365 1647 08:20:00 AM 2 2 0 0 1 0 4 0 3 47 2 58 1 1 0 55 2 63 0 0 364 1588 358 1593 08:25:00 AM 1 2 1 0 3 4 6 0 2 43 1 0 0 3 0 45 0 8 0 4 08:30:00 AM 0 1 1 0 2 0 1 0 360 1550 08:35:00 AM 0 1 1 0 2 0 7 0 4 37 2 48 0 1 0 55 2 37 1 0 310 1423 352 1491 08:40:00 AM 1 1 2 0 2 0 2 0 5 33 0 0 0 1 0 48 0 10 0 3 08:45:00 AM 1 1 0 0 1 0 1 0 287 1380 08:50:00 AM 4 4 0 0 1 0 4 0 2 50 2 42 0 0 1 37 2 51 1 0 326 1353 293 1355 08:55:00 AM 0 1 0 0 0 0 5 0 6 49 4 0 0 1 1 41 ---PAGE BREAK--- Southbound W Oregon Way Heavy Vehicle 0.0% In 27 Out 32 Data Provided by K-D-N.com [PHONE REDACTED] N/S street W Oregon Way 0 16 0 11 0 E/W street W Hayes St City, State Woodburn OR Eastbound W Hayes St Heavy Vehicle 2.9% Bicycles Right Thru Left U-Turn Westbound W Hayes St Heavy Vehicle 2.2% Peds 1 Peds 0 Peds 0 Site Notes Location 45.147108 - -122.874207 Out 261 U-Turn 0 Bicycles 0 In 269 W Hayes St at Oregon Way Peak Hour Summary 07:20 AM to 08:20 AM Start Date Tuesday, April 18, 2017 Start Time 07:00:00 AM Left 8 Right 24 Weather Study ID # Thru Out 210 Peak 15 Min Start 07:45:00 AM Right 0 Left 0 PHF (15-Min Int) 0.79 Bicycles 0 U-Turn 0 Peds 199 Thru 245 Peak Hour Start 07:20:00 AM In 207 U-Turn Left Thru Right Bicycles 0 0 0 0 0 In 0 Out 0 Heavy Vehicle NaN Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 0 NB SB EB WB 0 0 0 0 11 0 16 0 8 199 0 0 Uturn NB SB EB WB Right 261 210 Percent Heavy Vehicles 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 25.0% 2.0% 0.0% 0.0% 0.0% 27 207 269 0 32 0 245 24 1.9% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 2.9% 2.2% #DIV/0! 9.4% 1.9% 2.0% 4.2% 0.0% #DIV/0! 0.0% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 1 0 1 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 0 0 W Hayes St 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn W Oregon Way W Hayes St Sum 07:00:00 AM 3 0 0 0 6 0 14 Left Thru Right Uturn Sum 1 0 0 0 07:05:00 AM 0 0 0 0 7 8 1 0 60 07:10:00 AM 1 0 0 0 11 0 0 8 1 0 0 07:15:00 AM 1 0 1 0 68 07:20:00 AM 0 0 0 1 31 16 0 13 0 12 5 0 114 99 07:25:00 AM 0 0 0 1 18 0 0 14 2 0 0 07:30:00 AM 2 0 1 0 125 07:35:00 AM 1 1 0 0 20 16 0 22 1 21 1 0 133 116 07:40:00 AM 1 0 0 1 29 0 0 14 0 0 0 07:45:00 AM 0 0 3 0 142 07:50:00 AM 2 1 0 2 24 23 0 24 1 35 3 0 159 466 158 07:55:00 AM 2 1 0 1 12 0 0 25 2 0 1 08:00:00 AM 1 0 3 0 146 481 08:05:00 AM 0 6 0 0 7 4 0 26 2 15 3 0 96 502 123 496 08:10:00 AM 1 2 0 1 5 0 0 17 1 0 0 08:15:00 AM 2 0 1 0 90 503 08:20:00 AM 0 2 0 0 3 10 0 20 0 11 2 0 74 462 76 473 08:25:00 AM 0 1 0 3 8 0 0 10 3 0 0 08:30:00 AM 2 0 1 0 71 449 08:35:00 AM 1 0 0 2 5 13 0 12 0 9 2 0 60 389 68 425 08:40:00 AM 1 1 0 1 3 0 0 4 1 0 1 08:45:00 AM 4 0 0 0 57 364 08:50:00 AM 0 2 0 1 12 8 0 16 0 12 1 0 92 322 82 349 08:55:00 AM 3 5 0 0 6 0 0 20 ---PAGE BREAK--- Southbound Harvard Dr Heavy Vehicle 0.0% In 96 Out 19 Data Provided by K-D-N.com [PHONE REDACTED] N/S street Harvard Dr 0 55 37 4 0 E/W street Evergreen Rd City, State Woodburn OR Eastbound Evergreen Rd Heavy Vehicle 0.7% Bicycles Right Thru Left U-Turn Westbound Evergreen Rd Heavy Vehicle 1.1% Peds 13 Peds 2 Peds 1 Site Notes Location 45.147347 - -122.878546 Out 194 U-Turn 0 Bicycles 0 In 176 Evergreen Rd at Harvard Dr Peak Hour Summary 04:50 PM to 05:50 PM Start Date Tuesday, March 21, 2017 Start Time 04:00:00 PM Left 11 Right 3 Weather Study ID # 107804 Thru Out 165 Peak 15 Min Start 05:30:00 PM Right 6 Left 36 PHF (15-Min Int) 0.92 Bicycles 0 U-Turn 0 Peds 1 130 Thru 137 Peak Hour Start 04:50:00 PM In 147 U-Turn Left Thru Right Bicycles 0 2 5 31 0 In 38 Out 79 Heavy Vehicle 0.0% Harvard Dr Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 38 NB SB EB WB 2 5 31 0 4 37 55 0 11 130 6 0 Uturn NB SB EB WB Right 194 165 Percent Heavy Vehicles 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.8% 0.0% 0.0% 0.0% 96 147 176 79 19 36 137 3 0.6% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 0.7% 1.1% 0.0% 0.0% 1.0% 1.5% 0.0% 0.0% 0.0% 0.0% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 13 1 17 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 0 1 2 Evergreen Rd 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Harvard Dr Harvard Dr Evergreen Rd Sum 04:00:00 PM 0 1 2 0 0 4 5 0 1 11 0 0 2 13 Left Thru Right Uturn Sum 0 0 1 0 04:05:00 PM 0 1 3 0 1 2 4 0 1 11 0 11 0 0 109 04:10:00 PM 0 0 1 0 1 2 1 0 1 9 2 0 5 0 3 10 2 7 0 0 04:15:00 PM 1 2 3 0 0 0 0 0 99 04:20:00 PM 0 0 3 0 2 5 2 0 0 12 1 7 1 0 1 6 0 7 0 0 99 102 04:25:00 PM 0 0 4 0 0 1 1 0 0 15 1 0 1 0 4 10 2 2 0 0 04:30:00 PM 0 0 0 0 1 0 0 0 103 04:35:00 PM 0 0 2 0 1 4 3 0 2 10 0 13 0 0 8 8 1 4 0 0 103 101 04:40:00 PM 0 0 2 0 2 4 3 0 1 12 1 0 3 0 5 9 0 5 0 0 04:45:00 PM 1 0 2 0 0 0 0 0 99 04:50:00 PM 0 1 3 0 0 3 5 0 1 12 2 9 0 0 2 11 0 12 0 0 116 427 107 04:55:00 PM 1 0 2 0 0 3 3 0 4 12 1 0 3 0 5 13 2 9 0 1 05:00:00 PM 0 1 5 0 1 0 0 0 123 424 05:05:00 PM 0 0 1 0 0 3 5 0 1 14 0 10 0 0 3 6 0 10 0 0 104 422 112 422 05:10:00 PM 0 0 3 0 2 1 4 0 0 9 1 0 3 0 2 7 3 5 0 1 05:15:00 PM 0 0 3 0 0 0 0 0 103 428 05:20:00 PM 0 1 1 0 1 3 6 0 1 13 0 5 0 0 2 17 0 10 0 0 106 429 106 426 05:25:00 PM 0 0 0 0 0 6 5 0 1 5 0 0 6 0 2 9 4 5 0 0 05:30:00 PM 1 1 4 0 0 0 0 0 109 434 05:35:00 PM 0 0 5 0 0 2 3 0 0 13 0 11 0 0 3 9 1 14 0 0 124 450 115 440 05:40:00 PM 0 1 2 0 0 5 3 0 0 15 2 0 0 0 3 17 2 2 0 1 05:45:00 PM 0 0 2 0 2 0 2 0 122 457 05:50:00 PM 0 1 2 0 0 3 1 0 0 9 1 11 0 0 4 13 0 14 0 0 103 437 108 441 05:55:00 PM 0 0 0 0 0 3 3 0 1 11 2 0 3 0 2 8 ---PAGE BREAK--- S Settlemier Ave at Parr Rd NE Peak Hour Summary 07:10 AM to 08:10 AM In 272 Out 293 Out 494 In 502 In 240 Out 222 Bicycles Right Thru Left U-Turn 0 186 84 2 0 U-Turn Left Thru Right Bicycles 0 146 70 24 0 U-Turn 0 Left 220 Thru 163 Right 119 Bicycles 0 Bicycles 0 Right 3 Thru 162 Left 19 U-Turn 0 In 184 Out 189 Peds 2 Peds 1 Peds 3 Peds 1 Westbound Parr Rd NE Heavy Vehicle 7.6% Heavy Vehicle 3.3% S Settlemier Ave Northbound Eastbound Parr Rd NE Heavy Vehicle 4.8% Southbound S Settlemier Ave Heavy Vehicle 5.1% Data Provided by K-D-N.com [PHONE REDACTED] N/S street S Settlemier Ave E/W street Parr Rd NE City, State Woodburn OR Site Notes Location 45.135906 - -122.865101 Start Date Thursday, March 01, 2018 Start Time 07:00:00 AM Weather Study ID # Peak Hour Start 07:10:00 AM Peak 15 Min Start 07:40:00 AM PHF (15-Min Int) 0.75 Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn NB SB EB WB NB SB EB WB 146 70 24 0 2 84 186 0 220 163 119 0 19 162 3 0 240 272 502 184 222 293 494 189 PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Sum NB SB EB WB Sum 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 1 2 1 7 Percent Heavy Vehicles 2.7% 5.7% 0.0% 0.0% 0.0% 1.2% 7.0% 0.0% 9.5% 0.6% 1.7% 0.0% 0.0% 8.0% 33.3% 0.0% 3.3% 5.1% 4.8% 7.6% 1.4% 8.9% 6.1% 0.5% All Vehicle Volumes Northbound Southbound Eastbound Westbound S Settlemier Ave S Settlemier Ave Parr Rd NE Parr Rd NE 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Sum Sum 07:00:00 AM 7 9 0 0 0 2 4 0 6 1 3 2 4 0 0 07:05:00 AM 9 8 2 0 1 3 6 0 9 2 2 4 5 1 0 07:10:00 AM 12 6 3 0 0 7 7 0 14 4 3 3 6 0 0 155 07:15:00 AM 5 2 1 0 0 7 9 0 10 8 5 0 5 0 0 169 07:20:00 AM 17 15 3 0 1 9 25 0 15 12 5 2 12 0 0 233 07:25:00 AM 10 5 3 0 0 5 9 0 12 8 5 1 8 0 0 234 07:30:00 AM 12 7 1 0 0 5 14 0 19 7 12 2 18 0 0 279 07:35:00 AM 10 6 1 0 0 7 23 0 11 19 8 4 18 0 0 270 07:40:00 AM 20 5 3 0 0 7 24 0 20 22 10 2 15 0 0 332 07:45:00 AM 17 5 3 0 0 7 21 0 19 16 12 0 19 0 0 354 07:50:00 AM 20 4 2 0 0 10 34 0 23 19 15 2 24 0 0 400 07:55:00 AM 4 1 0 0 0 5 16 0 20 9 6 2 18 1 0 354 1075 08:00:00 AM 17 9 2 0 0 11 1 0 25 17 16 1 10 0 0 344 1146 08:05:00 AM 2 5 2 0 1 4 3 0 32 22 22 0 9 2 0 295 1198 08:10:00 AM 6 3 1 0 0 2 9 0 11 8 7 2 1 0 0 263 1183 08:15:00 AM 1 3 1 0 1 2 4 0 10 9 6 2 4 1 0 198 1175 08:20:00 AM 3 3 2 0 0 4 2 0 3 3 0 0 1 0 0 115 1080 08:25:00 AM 2 8 2 0 0 3 3 0 8 1 1 2 0 0 0 95 1044 08:30:00 AM 3 4 0 0 0 3 1 0 4 1 2 1 2 0 0 72 968 08:35:00 AM 1 5 4 0 0 2 2 0 1 3 1 1 2 0 0 73 883 08:40:00 AM 0 5 1 0 0 4 4 0 1 4 4 4 0 0 0 70 782 08:45:00 AM 2 5 3 0 0 4 6 0 2 4 2 0 1 1 0 79 693 08:50:00 AM 1 7 1 0 0 5 3 0 3 1 2 1 1 0 0 82 565 08:55:00 AM 2 7 1 0 1 2 2 0 1 3 4 3 2 0 0 83 511 ---PAGE BREAK--- Southbound Evergreen Rd Heavy Vehicle 0.9% In 213 Out 252 Data Provided by K-D-N.com [PHONE REDACTED] N/S street Evergreen Rd 0 9 95 109 0 E/W street W Hayes St City, State Woodburn OR Eastbound W Hayes St Heavy Vehicle 1.3% Bicycles Right Thru Left U-Turn Westbound W Hayes St Heavy Vehicle 0.6% Peds 0 Peds 0 Peds 1 Site Notes Location 45.147403 - -122.875759 Out 111 U-Turn 0 Bicycles 0 In 353 Evergreen Rd at W Hayes St Peak Hour Summary 04:50 PM to 05:50 PM Start Date Tuesday, March 21, 2017 Start Time 04:00:00 PM Left 16 Right 121 Weather Study ID # 107806 Thru Out 267 Peak 15 Min Start 05:30:00 PM Right 0 Left 134 PHF (15-Min Int) 0.88 Bicycles 0 U-Turn 0 Peds 9 64 Thru 98 Peak Hour Start 04:50:00 PM In 80 U-Turn Left Thru Right Bicycles 0 4 115 94 0 In 213 Out 229 Heavy Vehicle 0.9% Evergreen Rd Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 213 NB SB EB WB 4 115 94 0 109 95 9 0 16 64 0 0 Uturn NB SB EB WB Right 111 267 Percent Heavy Vehicles 0.0% 0.0% 2.1% 0.0% 0.0% 2.1% 0.0% 0.0% 0.0% 1.6% 0.0% 0.0% 0.0% 213 80 353 229 252 134 98 121 1.1% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 1.3% 0.6% 0.9% 0.4% 0.9% 1.0% 0.8% 0.0% 0.9% 0.9% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 0 1 10 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 0 9 0 W Hayes St 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Evergreen Rd Evergreen Rd W Hayes St Sum 04:00:00 PM 0 7 8 0 11 12 0 0 3 6 0 0 6 12 Left Thru Right Uturn Sum 15 0 15 0 04:05:00 PM 0 9 7 0 10 8 0 0 1 5 0 9 6 0 209 04:10:00 PM 0 9 7 0 1 8 0 0 0 5 0 0 10 0 11 8 4 1 0 0 04:15:00 PM 0 4 11 0 8 0 8 0 177 04:20:00 PM 0 9 7 0 8 10 3 0 0 1 0 3 0 0 5 8 4 8 13 0 179 169 04:25:00 PM 0 17 3 0 6 8 2 0 0 2 0 0 6 0 9 11 8 0 0 2 04:30:00 PM 0 10 11 0 3 0 3 0 193 04:35:00 PM 1 16 8 0 3 6 3 0 1 3 0 8 0 0 8 6 6 12 11 0 210 197 04:40:00 PM 0 10 7 0 14 3 3 0 3 6 0 0 9 0 14 12 5 1 0 1 04:45:00 PM 0 5 7 0 16 0 6 0 203 04:50:00 PM 0 12 5 0 6 6 0 0 1 10 0 4 0 0 9 8 9 7 10 0 190 788 206 04:55:00 PM 0 5 8 0 3 6 3 0 2 4 0 0 14 0 12 5 5 2 0 3 05:00:00 PM 0 9 9 0 14 0 9 0 198 771 05:05:00 PM 1 6 14 0 13 2 0 0 1 2 0 4 0 0 11 5 6 4 9 0 198 777 196 768 05:10:00 PM 0 9 9 0 5 4 0 0 0 10 0 0 14 0 10 8 13 1 0 3 05:15:00 PM 0 5 4 0 10 0 11 0 209 803 05:20:00 PM 1 11 9 0 15 6 0 0 0 5 0 3 0 0 13 11 10 10 7 0 213 811 214 813 05:25:00 PM 0 10 2 0 8 11 0 0 1 2 0 0 12 0 7 12 2 0 0 1 05:30:00 PM 0 11 8 0 12 0 6 0 210 820 05:35:00 PM 0 13 11 0 10 13 1 0 1 1 0 7 0 0 13 14 9 9 10 0 245 846 215 831 05:40:00 PM 2 12 11 0 16 14 0 0 2 10 0 0 7 0 10 9 13 2 0 1 05:45:00 PM 0 12 4 0 7 0 7 0 242 859 05:50:00 PM 0 6 6 0 9 6 1 0 2 5 0 6 0 0 11 4 8 7 5 0 191 847 221 846 05:55:00 PM 0 7 8 0 7 10 3 0 1 4 0 0 11 0 11 7 ---PAGE BREAK--- Southbound Evergreen Rd Heavy Vehicle 0.8% In 127 Out 121 Data Provided by K-D-N.com [PHONE REDACTED] N/S street Evergreen Rd 0 72 26 29 0 E/W street OR 214 City, State Woodburn OR Eastbound OR 214 Heavy Vehicle 2.5% Bicycles Right Thru Left U-Turn Westbound OR 214 Heavy Vehicle 2.5% Peds 4 Peds 7 Peds 0 Site Notes Location 45.150952 - -122.875772 Out 1134 U-Turn 23 Bicycles 0 In 936 Evergreen at OR214 Peak Hour Summary 04:40 PM to 05:40 PM Start Date Tuesday, March 21, 2017 Start Time 04:00:00 PM Left 83 Right 13 Weather Study ID # 107802 Thru Out 1032 Peak 15 Min Start 05:25:00 PM Right 77 Left 169 PHF (15-Min Int) 0.95 Bicycles 0 U-Turn 17 Peds 1 833 Thru 737 Peak Hour Start 04:40:00 PM In 1016 U-Turn Left Thru Right Bicycles 0 302 25 153 0 In 480 Out 272 Heavy Vehicle 2.3% Evergreen Rd Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 17 480 NB SB EB WB 302 25 153 0 29 26 72 0 83 833 77 23 Uturn NB SB EB WB Right 1134 1032 Percent Heavy Vehicles 3.0% 0.0% 1.3% 0.0% 0.0% 0.0% 1.4% 0.0% 0.0% 2.8% 2.6% 0.0% 0.0% 127 1016 936 272 121 169 737 13 2.4% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 2.5% 2.5% 0.7% 0.0% 2.9% 3.1% 0.0% 0.0% 2.3% 0.8% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 4 0 12 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 0 1 7 OR 214 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Evergreen Rd Evergreen Rd OR 214 Sum 04:00:00 PM 18 1 19 0 4 0 3 0 6 65 8 4 17 44 Left Thru Right Uturn Sum 1 0 1 1 04:05:00 PM 45 2 15 0 0 0 1 0 9 74 10 57 0 2 634 04:10:00 PM 31 1 14 0 4 3 9 0 6 68 3 2 15 5 11 55 4 1 0 7 04:15:00 PM 26 2 12 0 1 0 3 2 641 04:20:00 PM 22 1 9 0 0 3 9 0 10 69 10 65 3 3 11 57 2 39 2 3 619 615 04:25:00 PM 29 1 25 0 1 4 6 0 8 80 10 1 10 3 18 47 4 7 0 3 04:30:00 PM 29 0 11 0 1 2 2 0 635 04:35:00 PM 18 2 18 0 2 2 4 0 6 67 8 70 7 3 14 61 3 66 1 2 634 636 04:40:00 PM 25 1 8 0 2 0 4 0 5 75 10 2 16 2 13 58 2 4 0 7 04:45:00 PM 22 2 13 0 3 1 2 3 619 04:50:00 PM 28 1 14 0 2 3 8 0 10 57 4 70 5 3 9 53 4 58 1 0 583 2470 607 04:55:00 PM 20 0 18 0 2 3 7 0 7 56 6 2 13 0 9 51 3 6 0 5 05:00:00 PM 30 3 8 0 1 0 1 1 590 2485 05:05:00 PM 23 2 19 0 3 2 5 0 3 72 3 51 4 1 19 71 3 71 0 1 646 2482 610 2468 05:10:00 PM 36 0 10 0 2 1 1 0 5 80 5 1 16 2 6 70 4 9 0 16 05:15:00 PM 17 5 12 0 0 0 1 1 671 2515 05:20:00 PM 27 3 12 0 4 4 9 0 4 71 8 76 7 1 15 65 2 58 1 3 657 2520 667 2520 05:25:00 PM 26 3 12 0 2 3 5 0 6 73 8 2 17 5 12 48 0 7 0 7 05:30:00 PM 27 2 11 0 2 3 0 2 666 2546 05:35:00 PM 21 3 16 0 1 1 7 0 8 65 9 87 8 2 20 65 2 46 0 0 649 2535 675 2559 05:40:00 PM 23 5 16 0 3 3 6 0 5 60 8 3 15 2 17 61 4 5 0 8 05:45:00 PM 24 1 16 0 2 0 0 0 614 2541 05:50:00 PM 21 0 17 0 5 0 4 0 11 67 9 65 13 6 20 41 2 40 2 1 594 2546 601 2553 05:55:00 PM 20 1 9 0 1 4 9 0 4 78 6 1 10 0 12 55 ---PAGE BREAK--- Southbound I5 NB ramps Heavy Vehicle 0.0% In 0 Out 263 Data Provided by K-D-N.com [PHONE REDACTED] N/S street I5 NB ramps 0 0 0 0 0 E/W street OR214 City, State Woodburn OR Eastbound OR214 Heavy Vehicle 1.7% Bicycles Right Thru Left U-Turn Westbound OR214 Heavy Vehicle 2.6% Peds 0 Peds 9 Peds 0 Site Notes Location 45.150722 - -122.878041 Out 1068 U-Turn 0 Bicycles 0 In 1134 I5 NB ramp at OR214 Peak Hour Summary 04:35 PM to 05:35 PM Start Date Tuesday, March 21, 2017 Start Time 04:00:00 PM Left 0 Right 263 Weather Study ID # 107808 Thru Out 1259 Peak 15 Min Start 05:05:00 PM Right 168 Left 0 PHF (15-Min Int) 0.93 Bicycles 1 U-Turn 0 Peds 5 828 Thru 871 Peak Hour Start 04:35:00 PM In 996 U-Turn Left Thru Right Bicycles 0 197 0 431 0 In 628 Out 168 Heavy Vehicle 4.5% I5 NB ramps Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 628 NB SB EB WB 197 0 431 0 0 0 0 0 0 828 168 0 Uturn NB SB EB WB Right 1068 1259 Percent Heavy Vehicles 3.0% 0.0% 5.1% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 1.4% 3.0% 0.0% 0.0% 0 996 1134 168 263 0 871 263 2.7% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 1.7% 2.6% 3.0% 4.9% 2.1% 1.8% 4.9% 0.0% 4.5% 0.0% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 0 0 1 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 0 0 14 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 1 5 9 OR214 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn I5 NB ramps I5 NB ramps OR214 Sum 04:00:00 PM 19 0 24 0 0 0 0 0 0 75 6 0 0 42 Left Thru Right Uturn Sum 34 0 19 0 04:05:00 PM 18 0 31 0 0 0 0 0 0 87 16 67 27 0 677 04:10:00 PM 14 0 27 0 0 0 0 0 0 73 15 0 0 0 0 83 0 0 0 0 04:15:00 PM 10 0 29 0 28 0 18 0 699 04:20:00 PM 17 0 43 0 0 0 0 0 0 72 15 64 18 0 0 68 0 52 22 0 661 664 04:25:00 PM 20 0 38 0 0 0 0 0 0 73 14 1 0 0 0 59 0 0 0 0 04:30:00 PM 13 0 30 0 23 0 25 0 672 04:35:00 PM 19 0 36 0 0 0 0 0 0 71 12 65 16 0 0 69 0 82 15 0 672 655 04:40:00 PM 15 0 46 0 0 0 0 0 0 70 9 0 0 0 0 56 0 0 0 0 04:45:00 PM 21 0 34 0 24 0 13 0 658 04:50:00 PM 12 0 23 0 0 0 0 0 0 56 15 67 13 0 0 56 0 59 26 0 622 2632 655 04:55:00 PM 15 0 32 0 0 0 0 0 0 52 20 0 0 0 0 84 0 0 0 0 05:00:00 PM 18 0 27 0 30 0 19 0 627 2656 05:05:00 PM 12 0 27 0 0 0 0 0 0 80 14 58 10 0 0 77 0 96 23 0 712 2667 656 2630 05:10:00 PM 15 0 38 0 0 0 0 0 0 66 22 0 0 0 0 80 0 0 0 0 05:15:00 PM 20 0 39 0 27 0 14 0 740 2697 05:20:00 PM 18 0 44 0 0 0 0 0 0 62 11 79 13 0 0 72 0 74 24 0 728 2734 720 2686 05:25:00 PM 14 0 53 0 0 0 0 0 0 85 18 0 0 0 0 61 0 0 0 0 05:30:00 PM 18 0 32 0 25 0 25 0 733 2758 05:35:00 PM 19 0 47 0 0 0 0 0 0 56 9 82 11 0 0 74 0 56 21 0 667 2729 726 2757 05:40:00 PM 14 0 34 0 0 0 0 0 0 68 16 0 0 0 0 60 0 0 0 0 05:45:00 PM 14 0 32 0 16 0 18 0 637 2737 05:50:00 PM 18 0 35 0 0 0 0 0 0 70 10 76 13 0 0 59 0 44 25 0 623 2730 631 2733 05:55:00 PM 10 0 34 0 0 0 0 0 0 72 16 0 0 0 0 61 ---PAGE BREAK--- Southbound I5 SB ramps Heavy Vehicle 2.1% In 727 Out 471 Data Provided by K-D-N.com [PHONE REDACTED] N/S street I5 SB ramps 0 242 0 485 0 E/W street OR214 City, State Woodburn OR Eastbound OR214 Heavy Vehicle 2.2% Bicycles Right Thru Left U-Turn Westbound OR214 Heavy Vehicle 2.2% Peds 1 Peds 8 Peds 0 Site Notes Location 45.15108 - -122.882928 Out 829 U-Turn 0 Bicycles 0 In 1058 I5 SB ramp at OR214 Peak Hour Summary 04:30 PM to 05:30 PM Start Date Tuesday, March 21, 2017 Start Time 04:00:00 PM Left 0 Right 471 Weather Study ID # 107810 Thru Out 1009 Peak 15 Min Start 05:05:00 PM Right 288 Left 0 PHF (15-Min Int) 0.92 Bicycles 1 U-Turn 0 Peds 1 524 Thru 587 Peak Hour Start 04:30:00 PM In 812 U-Turn Left Thru Right Bicycles 0 0 0 0 0 In 0 Out 288 Heavy Vehicle NaN I5 SB ramps Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 0 NB SB EB WB 0 0 0 0 485 0 242 0 0 524 288 0 Uturn NB SB EB WB Right 829 1009 Percent Heavy Vehicles 0.0% 0.0% 0.0% 0.0% 1.4% 0.0% 3.3% 0.0% 0.0% 2.5% 1.7% 0.0% 0.0% [PHONE REDACTED] 288 471 0 587 471 2.0% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 2.2% 2.2% 1.7% 3.2% 1.9% 1.4% 3.2% 0.0% #DIV/0! 2.1% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 1 0 0 0 Uturn Sum NB SB EB Right Uturn Left 1 0 10 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 1 1 8 OR214 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn I5 SB ramps OR214 Sum 04:00:00 PM 60 24 37 18 0 42 Left Thru Right Uturn Sum 43 0 19 0 04:05:00 PM 55 33 46 33 50 31 0 682 04:10:00 PM 28 15 54 36 0 0 58 35 04:15:00 PM 31 0 33 0 709 04:20:00 PM 34 19 52 19 50 28 0 45 36 43 30 0 639 640 04:25:00 PM 41 26 55 18 0 0 44 25 04:30:00 PM 28 0 38 0 627 04:35:00 PM 30 14 50 20 37 20 0 44 51 52 45 0 646 617 04:40:00 PM 40 25 41 39 0 0 47 19 04:45:00 PM 46 0 28 0 635 04:50:00 PM 28 17 32 17 46 24 0 49 38 45 29 0 587 2554 636 04:55:00 PM 35 26 46 12 0 0 50 19 05:00:00 PM 51 0 35 0 605 2576 05:05:00 PM 40 19 49 34 29 23 0 60 56 48 63 0 704 2576 649 2542 05:10:00 PM 35 16 52 34 0 0 41 18 05:15:00 PM 34 0 37 0 706 2573 05:20:00 PM 45 16 35 21 51 26 0 55 37 51 37 0 660 2597 668 2570 05:25:00 PM 50 28 56 18 0 0 45 21 05:30:00 PM 28 0 34 0 640 2586 05:35:00 PM 36 18 37 13 42 16 0 58 33 51 19 0 593 2544 627 2580 05:40:00 PM 46 23 48 19 0 0 51 22 05:45:00 PM 26 0 31 0 578 2529 05:50:00 PM 29 16 48 13 52 10 0 42 32 36 18 0 552 2509 580 2524 05:55:00 PM 38 21 48 17 0 0 53 ---PAGE BREAK--- Southbound S Boones Ferry Rd Heavy Vehicle 2.5% In 239 Out 192 Data Provided by K-D-N.com [PHONE REDACTED] N/S street S Boones Ferry Rd 4 19 216 0 0 E/W street Ben Brown Ln City, State Woodburn OR Eastbound Ben Brown Ln Heavy Vehicle 0.0% Bicycles Right Thru Left U-Turn Westbound Heavy Vehicle 0.0% Peds 13 Peds 0 Peds Site Notes Location 45.137496 - -122.864178 Out 25 U-Turn 0 Bicycles 0 In 0 S Boones Ferry Rd at Ben Brown Ln Peak Hour Summary 04:35 PM to 05:35 PM Start Date Tuesday, March 21, 2017 Start Time 04:00:00 PM Left 11 Right 0 Weather Study ID # 107816 Thru Out 0 Peak 15 Min Start 05:10:00 PM Right 2 Left 0 PHF (15-Min Int) 0.86 Bicycles 0 U-Turn 0 Peds 1 0 Thru 0 Peak Hour Start 04:35:00 PM In 13 U-Turn Left Thru Right Bicycles 0 6 181 0 0 In 187 Out 218 Heavy Vehicle 2.7% S Boones Ferry Rd Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 187 NB SB EB WB 6 181 0 0 0 216 19 0 11 0 2 0 Uturn NB SB EB WB Right 25 0 Percent Heavy Vehicles 0.0% 2.8% 0.0% 0.0% 0.0% 2.8% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 235 13 0 218 192 0 0 0 0.0% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 0.0% 0.0% 2.8% 2.6% 0.0% 0.0% 0.0% 0.0% 2.7% 2.6% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 1 3 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 13 14 All Vehicle Volumes Northbound Southbound Eastbound Westbound 4 1 0 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn S Boones Ferry Rd S Boones Ferry Rd Ben Brown Ln Sum 04:00:00 PM 0 10 0 10 0 0 1 0 0 Left Thru Right Uturn Sum 04:05:00 PM 0 14 0 20 1 0 1 1 95 04:10:00 PM 0 16 0 18 1 0 2 0 0 0 14 3 0 0 04:15:00 PM 0 12 0 105 04:20:00 PM 0 11 0 17 1 0 1 0 2 0 89 98 04:25:00 PM 0 11 0 15 2 0 0 0 0 0 14 4 0 0 04:30:00 PM 0 11 0 87 04:35:00 PM 0 21 0 17 2 0 2 0 0 0 97 99 04:40:00 PM 2 12 0 11 0 0 1 0 0 0 23 1 0 0 04:45:00 PM 0 15 0 107 04:50:00 PM 1 17 0 16 4 0 0 0 0 0 104 385 103 04:55:00 PM 0 15 0 10 1 0 1 0 0 0 19 0 0 0 05:00:00 PM 0 11 0 95 394 05:05:00 PM 0 9 0 26 1 0 2 0 0 0 106 396 95 395 05:10:00 PM 0 16 0 18 4 0 0 0 0 0 20 1 0 1 05:15:00 PM 1 23 0 122 411 05:20:00 PM 1 18 0 19 3 0 0 1 0 0 122 429 126 423 05:25:00 PM 1 10 0 19 1 0 2 1 0 0 18 1 0 2 05:30:00 PM 0 14 0 111 435 05:35:00 PM 0 7 0 14 1 0 2 0 0 0 94 426 93 417 05:40:00 PM 0 17 0 14 2 0 1 1 0 0 23 2 0 1 05:45:00 PM 0 12 0 97 425 05:50:00 PM 0 9 0 15 4 0 3 1 0 0 103 425 105 419 05:55:00 PM 0 16 0 16 1 0 0 0 0 0 ---PAGE BREAK--- Southbound N Settlemeir Ave Heavy Vehicle 1.4% In 497 Out 352 Data Provided by K-D-N.com [PHONE REDACTED] N/S street N Settlemeir Ave 1 79 387 30 0 E/W street W Hayes St City, State Woodburn OR Eastbound W Hayes St Heavy Vehicle 0.0% Bicycles Right Thru Left U-Turn Westbound W Hayes St Heavy Vehicle 0.0% Peds 7 Peds 0 Peds 4 Site Notes Location 45.145751 - -122.860855 Out 250 U-Turn 0 Bicycles 0 In 54 W Hayes St at N Settlemier Ave Peak Hour Summary 04:40 PM to 05:40 PM Start Date Tuesday, March 21, 2017 Start Time 04:00:00 PM Left 40 Right 20 Weather Study ID # 107818 Thru Out 50 Peak 15 Min Start 05:05:00 PM Right 139 Left 1 PHF (15-Min Int) 0.91 Bicycles 0 U-Turn 0 Peds 7 19 Thru 33 Peak Hour Start 04:40:00 PM In 198 U-Turn Left Thru Right Bicycles 0 138 292 1 0 In 431 Out 527 Heavy Vehicle 1.6% N Settlemeir Ave Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 431 NB SB EB WB 138 292 1 0 30 387 79 0 40 19 139 0 Uturn NB SB EB WB Right 250 50 Percent Heavy Vehicles 0.7% 2.1% 0.0% 0.0% 0.0% 1.8% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 496 198 54 527 352 1 33 20 0.0% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 0.0% 0.0% 1.3% 1.7% 0.4% 0.0% 0.0% 0.0% 1.6% 1.4% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 1 0 0 0 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 7 4 18 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 1 7 0 W Hayes St 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn N Settlemeir Ave N Settlemeir Ave W Hayes St Sum 04:00:00 PM 8 24 1 0 3 31 9 0 1 4 9 0 0 3 Left Thru Right Uturn Sum 2 0 1 0 04:05:00 PM 7 28 1 0 0 28 4 0 10 2 17 1 3 0 290 04:10:00 PM 10 26 0 0 2 34 6 0 4 0 8 0 0 0 0 3 36 7 0 4 04:15:00 PM 9 25 0 0 0 0 1 0 299 04:20:00 PM 11 23 0 0 2 37 3 0 6 1 5 3 15 0 0 2 1 0 2 0 284 287 04:25:00 PM 7 32 0 0 1 31 5 0 4 0 9 0 0 0 1 1 30 5 0 0 04:30:00 PM 10 22 0 0 0 0 0 0 266 04:35:00 PM 12 30 0 0 2 27 3 0 0 3 17 4 8 0 1 2 3 3 1 0 275 271 04:40:00 PM 9 29 0 0 2 31 6 0 4 1 9 0 0 0 1 0 25 8 0 4 04:45:00 PM 11 26 0 0 0 0 4 0 283 04:50:00 PM 15 16 0 0 2 32 10 0 2 2 14 1 11 0 0 1 2 7 1 0 279 1128 282 04:55:00 PM 7 26 0 0 4 26 6 0 2 4 9 0 0 0 0 1 36 4 0 5 05:00:00 PM 11 28 0 0 2 0 2 0 293 1141 05:05:00 PM 11 28 0 0 0 36 6 0 7 2 13 2 10 0 0 6 3 1 5 0 315 1153 307 1147 05:10:00 PM 7 21 0 0 3 35 9 0 7 2 10 0 0 0 0 3 36 8 0 2 05:15:00 PM 19 31 0 0 1 0 1 0 323 1165 05:20:00 PM 9 19 0 0 5 27 5 0 2 4 13 0 11 0 1 2 4 5 0 0 291 1160 301 1161 05:25:00 PM 10 17 0 0 1 38 6 0 1 0 12 0 0 0 0 1 31 5 0 1 05:30:00 PM 17 29 0 0 1 0 2 0 274 1173 05:35:00 PM 12 22 1 0 3 34 6 0 3 1 16 0 11 0 0 1 1 0 0 0 280 1165 289 1179 05:40:00 PM 11 23 0 0 1 29 3 0 4 2 8 0 0 0 0 2 22 2 0 8 05:45:00 PM 12 28 1 0 0 0 1 0 279 1169 05:50:00 PM 11 22 2 0 1 17 3 0 3 2 5 4 19 0 0 0 0 3 1 0 261 1147 246 1143 05:55:00 PM 13 24 0 0 0 30 5 0 5 4 11 0 0 0 0 2 ---PAGE BREAK--- Southbound N Settlemier Rd Heavy Vehicle 1.2% In 417 Out 299 Data Provided by K-D-N.com [PHONE REDACTED] N/S street Boones Ferry Rd 0 118 201 98 0 E/W street OR 214 City, State Woodburn OR Eastbound OR 214 Heavy Vehicle 2.8% Bicycles Right Thru Left U-Turn Westbound OR 214 Heavy Vehicle 2.7% Peds 10 Peds 10 Peds 3 Site Notes Location 45.149127 - -122.860072 Out 958 U-Turn 0 Bicycles 0 In 751 OR214 at N Settlemier Ave Peak Hour Summary 04:35 PM to 05:35 PM Start Date Tuesday, March 21, 2017 Start Time 04:00:00 PM Left 82 Right 84 Weather Study ID # 107812 Thru Out 680 Peak 15 Min Start 05:05:00 PM Right 338 Left 93 PHF (15-Min Int) 0.94 Bicycles 2 U-Turn 0 Peds 3 511 Thru 574 Peak Hour Start 04:35:00 PM In 931 U-Turn Left Thru Right Bicycles 0 266 133 71 0 In 470 Out 632 Heavy Vehicle 1.1% Boones Ferry Rd Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 470 NB SB EB WB 266 133 71 0 98 201 118 0 82 511 338 0 Uturn NB SB EB WB Right 958 680 Percent Heavy Vehicles 0.4% 2.3% 1.4% 0.0% 0.0% 1.5% 1.7% 0.0% 1.2% 4.5% 0.6% 0.0% 2.2% 417 931 751 632 299 93 574 84 3.5% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 2.8% 2.7% 1.1% 2.0% 2.0% 2.8% 2.4% 0.0% 1.1% 1.2% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 0 0 1 1 0 0 0 Uturn Sum NB SB EB Right Uturn Left 10 3 26 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 2 3 10 OR 214 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Boones Ferry Rd N Settlemier Rd OR 214 Sum 04:00:00 PM 16 8 5 0 10 6 5 0 8 46 24 0 3 44 Left Thru Right Uturn Sum 5 0 5 0 04:05:00 PM 15 13 7 0 10 6 7 0 5 55 25 46 6 0 610 04:10:00 PM 19 15 8 0 8 17 9 0 9 55 28 0 0 0 8 54 19 10 0 1 04:15:00 PM 20 12 9 0 5 0 9 0 641 04:20:00 PM 16 13 6 0 3 14 8 0 9 44 29 31 30 0 10 49 11 45 5 0 604 627 04:25:00 PM 26 10 4 0 5 11 10 0 8 48 18 0 7 0 11 38 14 4 0 13 04:30:00 PM 13 11 3 0 3 0 4 0 573 04:35:00 PM 19 11 9 0 6 12 10 0 7 49 25 45 24 0 6 38 5 45 11 0 607 587 04:40:00 PM 22 14 6 0 8 13 9 0 5 48 30 0 6 0 3 56 18 6 0 10 04:45:00 PM 27 20 2 0 9 0 6 0 649 04:50:00 PM 15 4 4 0 12 16 5 0 8 46 32 38 30 0 8 47 10 36 5 0 604 2425 648 04:55:00 PM 19 9 9 0 7 19 6 0 8 29 19 0 7 0 10 48 12 13 0 1 05:00:00 PM 24 6 12 0 11 0 8 0 603 2466 05:05:00 PM 30 18 6 0 12 14 17 0 5 37 32 46 24 0 8 62 5 54 5 0 682 2497 624 2486 05:10:00 PM 24 14 2 0 15 22 15 0 5 42 26 0 7 0 8 40 26 9 0 12 05:15:00 PM 18 6 5 0 5 0 6 0 684 2509 05:20:00 PM 28 13 5 0 5 15 10 0 8 44 32 41 28 0 9 56 7 49 6 0 653 2546 677 2536 05:25:00 PM 15 7 2 0 2 16 14 0 8 47 29 0 12 0 6 52 18 4 0 5 05:30:00 PM 25 11 9 0 5 0 9 0 633 2569 05:35:00 PM 16 11 6 0 8 17 5 0 12 44 25 44 31 0 9 29 9 52 11 0 611 2550 613 2562 05:40:00 PM 12 12 4 0 5 14 8 0 6 49 24 0 8 0 8 46 11 8 0 4 05:45:00 PM 25 16 10 0 4 0 10 0 606 2526 05:50:00 PM 14 8 3 0 7 14 3 0 9 47 18 44 21 0 2 36 11 47 12 0 568 2514 572 2486 05:55:00 PM 9 15 2 0 6 12 6 0 15 41 31 0 5 0 4 38 ---PAGE BREAK--- Southbound Stubb Rd NE Heavy Vehicle 0.0% In 8 Out 13 Data Provided by K-D-N.com [PHONE REDACTED] N/S street Stubb Rd NE 0 3 0 5 0 E/W street Parr Rd City, State Woodburn OR Eastbound Parr Rd Heavy Vehicle 0.0% Bicycles Right Thru Left U-Turn Westbound Parr Rd Heavy Vehicle 0.0% Peds 0 Peds 0 Peds 0 Site Notes Location 45.136454 - -122.879529 Out 64 U-Turn 0 Bicycles 2 In 68 Stubb at Parr Peak Hour Summary 04:40 PM to 05:40 PM Start Date Tuesday, March 21, 2017 Start Time 04:00:00 PM Left 6 Right 7 Weather Study ID # 107814 Thru Out 82 Peak 15 Min Start 04:40:00 PM Right 0 Left 0 PHF (15-Min Int) 0.86 Bicycles 0 U-Turn 0 Peds 77 Thru 61 Peak Hour Start 04:40:00 PM In 83 U-Turn Left Thru Right Bicycles 0 0 0 0 0 In 0 Out 0 Heavy Vehicle NaN Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 0 NB SB EB WB 0 0 0 0 5 0 3 0 6 77 0 0 Uturn NB SB EB WB Right 64 82 Percent Heavy Vehicles 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 8 83 68 0 13 0 61 7 0.0% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 0.0% 0.0% #DIV/0! 0.0% 0.0% 0.0% 0.0% 0.0% #DIV/0! 0.0% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 2 Uturn Sum NB SB EB Right Uturn Left 0 0 0 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 2 0 Parr Rd 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Stubb Rd NE Parr Rd Sum 04:00:00 PM 0 0 0 0 5 0 2 Left Thru Right Uturn Sum 0 0 0 0 04:05:00 PM 0 0 0 0 7 3 0 0 32 04:10:00 PM 0 0 0 0 7 0 0 8 0 0 0 04:15:00 PM 1 0 0 0 37 04:20:00 PM 0 0 0 1 6 8 0 4 0 5 0 0 38 36 04:25:00 PM 0 0 0 0 7 0 0 6 1 0 0 04:30:00 PM 0 0 0 0 30 04:35:00 PM 0 0 0 1 3 1 0 2 0 10 0 0 33 25 04:40:00 PM 0 0 0 0 10 0 0 5 0 0 0 04:45:00 PM 0 0 1 0 39 04:50:00 PM 0 0 0 1 9 6 0 3 0 2 2 0 34 137 46 04:55:00 PM 1 0 0 1 2 0 0 6 0 0 0 05:00:00 PM 1 0 0 0 34 140 05:05:00 PM 0 2 0 1 4 5 0 5 0 4 0 0 35 140 31 138 05:10:00 PM 0 0 0 0 8 0 0 5 0 0 2 05:15:00 PM 0 0 2 0 43 146 05:20:00 PM 2 0 0 1 5 8 0 6 0 3 1 0 45 147 44 146 05:25:00 PM 0 1 0 0 8 0 0 6 0 0 0 05:30:00 PM 0 0 0 0 39 155 05:35:00 PM 1 0 0 0 8 4 0 7 1 4 1 0 36 150 38 159 05:40:00 PM 0 0 0 0 6 0 0 4 0 0 1 05:45:00 PM 1 0 0 0 35 151 05:50:00 PM 1 0 0 1 3 4 0 6 0 3 0 0 25 141 32 145 05:55:00 PM 1 0 0 0 0 0 0 4 ---PAGE BREAK--- Southbound N Cascade Dr Heavy Vehicle 1.6% In 128 Out 43 Data Provided by K-D-N.com [PHONE REDACTED] N/S street N Cascade Dr 0 92 5 31 0 E/W street W Hayes St City, State Woodburn OR Eastbound W Hayes St Heavy Vehicle 1.5% Bicycles Right Thru Left U-Turn Westbound W Hayes St Heavy Vehicle 0.9% Peds 1 Peds 0 Peds 0 Site Notes Location 45.146214 - -122.870792 Out 310 U-Turn 0 Bicycles 0 In 224 W Hayes St at N Cascade Dr Peak Hour Summary 04:40 PM to 05:40 PM Start Date Tuesday, April 18, 2017 Start Time 04:00:00 PM Left 35 Right 4 Weather Study ID # Thru Out 267 Peak 15 Min Start 04:50:00 PM Right 3 Left 3 PHF (15-Min Int) 0.90 Bicycles 0 U-Turn 0 Peds 13 235 Thru 217 Peak Hour Start 04:40:00 PM In 273 U-Turn Left Thru Right Bicycles 0 1 4 1 0 In 6 Out 11 Heavy Vehicle 16.7% N Cascade Dr Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 6 NB SB EB WB 1 4 1 0 31 5 92 0 35 235 3 0 Uturn NB SB EB WB Right 310 267 Percent Heavy Vehicles 0.0% 25.0% 0.0% 0.0% 0.0% 0.0% 2.2% 0.0% 5.7% 0.9% 0.0% 0.0% 0.0% 128 273 224 11 43 3 217 4 0.7% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 1.5% 0.9% 0.0% 7.0% 1.3% 0.9% 0.0% 0.0% 16.7% 1.6% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 1 0 14 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 0 13 0 W Hayes St 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn N Cascade Dr N Cascade Dr W Hayes St Sum 04:00:00 PM 0 0 0 0 3 2 7 0 4 24 3 0 0 17 Left Thru Right Uturn Sum 4 0 1 0 04:05:00 PM 0 0 1 0 4 1 6 0 1 16 0 20 1 0 166 04:10:00 PM 0 0 0 0 3 0 8 0 4 20 1 0 0 0 0 15 1 5 0 1 04:15:00 PM 0 0 0 0 1 0 0 0 155 04:20:00 PM 0 0 0 0 0 0 2 0 3 10 1 18 0 0 0 24 1 15 0 0 126 148 04:25:00 PM 0 0 0 0 0 1 6 0 3 10 0 0 0 0 1 23 0 12 0 3 04:30:00 PM 0 1 0 0 0 0 1 0 127 04:35:00 PM 0 0 0 0 2 0 9 0 0 16 1 18 0 0 0 15 1 17 2 0 149 134 04:40:00 PM 0 1 0 0 0 0 7 0 4 19 0 0 0 0 0 20 0 4 0 2 04:45:00 PM 0 0 0 0 1 0 0 0 139 04:50:00 PM 0 0 0 0 3 1 11 0 2 20 0 13 1 0 0 19 2 17 0 0 157 598 148 04:55:00 PM 1 2 0 0 2 1 9 0 5 22 0 0 0 0 0 19 0 7 0 3 05:00:00 PM 0 0 0 0 0 0 1 0 176 597 05:05:00 PM 0 0 0 0 5 1 10 0 1 11 0 21 0 0 1 25 2 19 0 0 157 589 162 592 05:10:00 PM 0 1 0 0 2 1 7 0 6 18 0 0 0 0 0 15 0 14 0 5 05:15:00 PM 0 0 0 0 0 0 0 0 149 591 05:20:00 PM 0 0 0 0 6 0 6 0 2 22 0 18 0 0 0 15 0 24 0 0 154 617 160 604 05:25:00 PM 0 0 0 0 1 0 2 0 2 17 0 0 2 0 0 18 1 8 0 2 05:30:00 PM 0 0 0 0 0 0 0 0 166 630 05:35:00 PM 0 0 1 0 4 0 7 0 1 27 0 27 2 0 0 20 4 11 0 0 156 624 161 631 05:40:00 PM 0 0 0 0 1 2 4 0 0 25 0 0 0 0 0 9 0 3 0 5 05:45:00 PM 1 1 0 0 0 0 0 0 136 627 05:50:00 PM 0 0 1 0 3 0 5 0 2 19 0 12 1 0 1 19 1 20 1 0 136 603 132 615 05:55:00 PM 1 0 0 0 1 1 6 0 1 16 0 0 0 0 0 15 ---PAGE BREAK--- Southbound W Oregon Way Heavy Vehicle 2.3% In 175 Out 187 Data Provided by K-D-N.com [PHONE REDACTED] N/S street W Oregon Way 0 86 26 62 1 E/W street OR214 City, State Woodburn OR Eastbound OR214 Heavy Vehicle 2.2% Bicycles Right Thru Left U-Turn Westbound OR214 Heavy Vehicle 2.3% Peds 0 Peds 2 Peds 5 Site Notes Location 45.150927 - -122.873334 Out 949 U-Turn 14 Bicycles 0 In 913 OR214 at Oregon Way Peak Hour Summary 04:40 PM to 05:40 PM Start Date Tuesday, April 18, 2017 Start Time 04:00:00 PM Left 105 Right 62 Weather Study ID # Thru Out 995 Peak 15 Min Start 05:10:00 PM Right 30 Left 22 PHF (15-Min Int) 0.95 Bicycles 0 U-Turn 0 Peds 7 926 Thru 829 Peak Hour Start 04:40:00 PM In 1075 U-Turn Left Thru Right Bicycles 0 20 19 7 0 In 46 Out 78 Heavy Vehicle 4.3% W Oregon Way Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 46 NB SB EB WB 20 19 7 0 62 26 86 1 105 926 30 14 Uturn NB SB EB WB Right 949 995 Percent Heavy Vehicles 0.0% 0.0% 28.6% 0.0% 1.6% 0.0% 3.5% 0.0% 1.0% 2.5% 0.0% 0.0% 0.0% 175 1075 913 78 187 22 829 62 2.6% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 2.2% 2.3% 0.0% 1.1% 2.4% 2.4% 1.6% 0.0% 4.3% 2.3% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Uturn Sum NB SB EB Right Uturn Left 0 5 14 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 0 7 2 OR214 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn W Oregon Way W Oregon Way OR214 Sum 04:00:00 PM 0 2 0 0 8 3 9 0 2 79 3 0 0 64 Left Thru Right Uturn Sum 4 0 3 0 04:05:00 PM 1 3 0 0 7 3 6 0 11 67 0 59 5 0 542 04:10:00 PM 2 0 0 0 1 3 5 0 10 101 2 1 4 0 0 74 5 6 0 10 04:15:00 PM 2 1 1 0 5 0 6 0 548 04:20:00 PM 1 1 0 0 3 2 8 0 1 73 3 67 2 3 2 65 9 58 6 0 510 540 04:25:00 PM 0 0 0 0 4 2 9 0 7 72 1 2 2 2 2 67 0 5 0 8 04:30:00 PM 1 2 1 0 5 0 7 0 510 04:35:00 PM 2 0 1 0 7 2 2 0 4 61 0 79 0 4 3 64 5 70 9 0 512 495 04:40:00 PM 3 3 3 0 8 2 10 0 4 65 1 2 0 1 1 67 1 8 0 13 04:45:00 PM 1 0 0 0 4 0 6 0 522 04:50:00 PM 3 2 0 0 5 2 6 0 0 70 4 74 5 0 3 72 6 66 6 0 555 2119 537 04:55:00 PM 2 4 0 0 4 1 12 0 13 87 2 0 1 1 2 69 1 5 0 9 05:00:00 PM 0 3 0 0 7 0 8 0 546 2126 05:05:00 PM 1 1 0 0 10 4 8 0 9 65 1 72 2 1 4 70 5 80 3 0 554 2131 559 2131 05:10:00 PM 4 0 0 0 4 5 7 0 6 78 3 2 1 3 1 71 3 5 0 8 05:15:00 PM 3 1 0 0 5 0 2 0 566 2144 05:20:00 PM 0 2 1 0 6 4 6 0 12 84 1 86 6 1 2 71 4 58 0 0 548 2169 579 2170 05:25:00 PM 0 1 1 0 5 0 5 0 7 80 3 1 1 0 5 68 1 3 1 13 05:30:00 PM 3 1 0 0 5 0 7 0 548 2182 05:35:00 PM 0 1 2 0 4 2 11 0 11 68 1 97 1 2 2 60 1 57 5 0 534 2191 534 2209 05:40:00 PM 1 2 0 0 3 2 5 0 6 79 0 1 1 1 0 74 0 3 0 6 05:45:00 PM 0 1 1 0 4 0 6 0 508 2168 05:50:00 PM 1 1 0 0 2 0 5 0 9 63 1 77 3 2 0 61 6 68 4 0 477 2113 468 2140 05:55:00 PM 3 0 0 0 3 2 9 0 6 72 3 0 1 1 0 53 ---PAGE BREAK--- Southbound W Oregon Way Heavy Vehicle 0.0% In 69 Out 47 Data Provided by K-D-N.com [PHONE REDACTED] N/S street W Oregon Way 0 43 0 26 0 E/W street W Hayes St City, State Woodburn OR Eastbound W Hayes St Heavy Vehicle 2.3% Bicycles Right Thru Left U-Turn Westbound W Hayes St Heavy Vehicle 0.9% Peds 4 Peds 1 Peds 0 Site Notes Location 45.147108 - -122.874207 Out 341 U-Turn 0 Bicycles 0 In 325 W Hayes St at Oregon Way Peak Hour Summary 04:35 PM to 05:35 PM Start Date Tuesday, April 18, 2017 Start Time 04:00:00 PM Left 19 Right 27 Weather Study ID # Thru Out 266 Peak 15 Min Start 04:50:00 PM Right 0 Left 0 PHF (15-Min Int) 0.91 Bicycles 1 U-Turn 0 Peds 240 Thru 298 Peak Hour Start 04:35:00 PM In 259 U-Turn Left Thru Right Bicycles 0 0 0 0 0 In 0 Out 0 Heavy Vehicle NaN Northbound ---PAGE BREAK--- Left Thru Right Uturn Left Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Uturn Left Thru Right Thru Right Uturn Left Thru 0 0 NB SB EB WB 0 0 0 0 26 0 43 0 19 240 0 0 Uturn NB SB EB WB Right 341 266 Percent Heavy Vehicles 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 0.0% 5.3% 2.1% 0.0% 0.0% 0.0% 69 259 325 0 46 0 298 27 1.9% PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk 2.3% 0.9% #DIV/0! 2.2% 0.9% 1.0% 0.0% 0.0% #DIV/0! 0.0% Thru Right Thru Right Uturn Left Thru Left Thru Right Uturn Left WB Sum 0 0 0 1 0 0 0 Uturn Sum NB SB EB Right Uturn Left 4 0 5 All Vehicle Volumes Northbound Southbound Eastbound Westbound 0 0 1 1 W Hayes St 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn W Oregon Way W Hayes St Sum 04:00:00 PM 5 1 0 3 24 0 22 Left Thru Right Uturn Sum 0 0 2 0 04:05:00 PM 3 0 0 2 17 21 3 0 152 04:10:00 PM 2 6 0 0 20 0 0 21 4 0 2 04:15:00 PM 0 0 3 0 150 04:20:00 PM 4 4 0 0 11 18 0 27 1 16 2 0 139 153 04:25:00 PM 3 3 0 0 14 0 0 27 3 0 2 04:30:00 PM 4 0 0 0 137 04:35:00 PM 1 1 0 5 19 20 0 27 1 20 2 0 160 148 04:40:00 PM 2 4 0 1 21 0 0 27 2 0 0 04:45:00 PM 3 0 1 0 149 04:50:00 PM 2 5 0 3 19 14 0 23 2 28 1 0 165 616 153 04:55:00 PM 3 2 0 3 25 0 0 29 2 0 1 05:00:00 PM 2 0 4 0 180 616 05:05:00 PM 3 5 0 1 12 22 0 28 0 27 1 0 159 623 163 617 05:10:00 PM 4 4 0 2 20 0 0 21 4 0 1 05:15:00 PM 1 0 4 0 158 624 05:20:00 PM 0 9 0 1 24 17 0 25 5 22 1 0 163 647 171 635 05:25:00 PM 1 4 0 0 22 0 0 22 1 0 1 05:30:00 PM 0 0 3 0 166 653 05:35:00 PM 2 1 0 4 32 25 0 26 3 13 3 0 153 640 165 652 05:40:00 PM 1 1 0 0 20 0 0 17 2 0 1 05:45:00 PM 1 0 0 0 136 640 05:50:00 PM 0 2 0 0 19 19 0 20 0 27 1 0 134 609 121 620 05:55:00 PM 3 4 0 0 16 0 0 19 ---PAGE BREAK--- S Settlemier Ave at Parr Rd NE Peak Hour Summary 04:45 PM to 05:45 PM In 201 Out 197 Out 187 In 176 In 194 Out 226 Bicycles Right Thru Left U-Turn 0 69 128 4 0 U-Turn Left Thru Right Bicycles 0 43 111 40 0 U-Turn 0 Left 75 Thru 54 Right 47 Bicycles 1 Bicycles 0 Right 10 Thru 75 Left 51 U-Turn 0 In 136 Out 98 Peds 0 Peds 4 Peds 0 Peds 2 Westbound Parr Rd NE Heavy Vehicle 2.2% Heavy Vehicle 1.0% S Settlemier Ave Northbound Eastbound Parr Rd NE Heavy Vehicle 0.6% Southbound S Settlemier Ave Heavy Vehicle 0.5% Data Provided by K-D-N.com [PHONE REDACTED] N/S street S Settlemier Ave E/W street Parr Rd NE City, State Woodburn OR Site Notes Location 45.135906 - -122.865101 Start Date Thursday, March 01, 2018 Start Time 04:00:00 PM Weather Study ID # Peak Hour Start 04:45:00 PM Peak 15 Min Start 05:10:00 PM PHF (15-Min Int) 0.89 Peak-Hour Volumes (PHV) Northbound Southbound Eastbound Westbound Entering Leaving Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn NB SB EB WB NB SB EB WB 43 111 40 0 4 128 69 0 75 54 47 0 51 75 10 0 194 201 176 136 226 196 187 98 PHV- Bicycles PHV - Pedestrians Northbound Southbound Eastbound Westbound in Crosswalk Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Sum NB SB EB WB Sum 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 1 0 2 0 4 6 Percent Heavy Vehicles 0.0% 1.8% 0.0% 0.0% 0.0% 0.8% 0.0% 0.0% 1.3% 0.0% 0.0% 0.0% 0.0% 2.7% 10.0% 0.0% 1.0% 0.5% 0.6% 2.2% 0.4% 2.0% 1.1% 0.0% All Vehicle Volumes Northbound Southbound Eastbound Westbound S Settlemier Ave S Settlemier Ave Parr Rd NE Parr Rd NE 15 Min 1 HR Time Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Left Thru Right Uturn Sum Sum 04:00:00 PM 2 5 3 0 0 5 5 0 5 4 3 2 5 0 0 04:05:00 PM 1 9 2 0 2 11 4 0 5 5 3 6 6 0 0 04:10:00 PM 3 8 6 0 0 12 3 0 2 5 6 2 4 1 0 145 04:15:00 PM 2 9 1 0 2 12 8 0 11 9 4 5 3 1 0 173 04:20:00 PM 3 5 6 0 0 18 2 0 9 5 2 1 9 2 0 181 04:25:00 PM 2 9 2 0 0 11 6 0 12 7 1 4 6 2 0 191 04:30:00 PM 4 7 1 0 0 8 5 0 2 10 6 1 7 0 0 175 04:35:00 PM 1 6 6 0 0 4 8 0 4 7 1 8 3 1 0 162 04:40:00 PM 9 10 4 0 0 9 4 0 3 4 1 5 8 1 0 158 04:45:00 PM 4 10 2 0 2 6 4 0 5 3 6 5 3 3 0 160 04:50:00 PM 1 6 5 0 1 12 10 0 3 5 4 4 5 1 0 168 04:55:00 PM 4 13 3 0 0 7 4 0 7 4 4 2 3 0 0 161 655 05:00:00 PM 6 7 1 0 0 6 0 0 5 4 8 3 8 0 0 156 664 05:05:00 PM 2 8 4 0 0 9 10 0 8 5 3 6 4 1 0 159 670 05:10:00 PM 2 9 4 0 0 13 6 0 3 2 4 9 11 1 0 172 682 05:15:00 PM 4 12 0 0 0 16 8 0 12 6 3 3 4 2 0 194 685 05:20:00 PM 3 9 2 0 0 17 4 0 3 6 6 4 11 0 0 199 688 05:25:00 PM 4 15 7 0 0 4 4 0 8 4 3 3 5 0 0 192 683 05:30:00 PM 4 4 5 0 1 10 6 0 7 4 2 4 6 1 0 176 686 05:35:00 PM 6 7 4 0 0 12 7 0 6 6 2 3 9 0 0 173 699 05:40:00 PM 3 11 3 0 0 16 6 0 8 5 2 5 6 1 0 182 707 05:45:00 PM 1 6 2 0 1 9 3 0 3 9 5 4 0 0 0 171 697 05:50:00 PM 3 6 4 0 0 16 6 0 4 0 2 3 5 0 0 158 689 05:55:00 PM 2 5 2 0 0 3 7 0 4 6 3 7 9 3 0 143 689 ---PAGE BREAK--- CITY OF WOOD Appendix B – DBURN I SMIT – Existing 201 H CREEK DEVE 7 HCM Repor LOPMENT TRA rts FFIC IMPACT ANALYSIS 33 ---PAGE BREAK--- HCM 2010 TWSC 1: Harvard Dr & Evergreen Rd 03/21/2018 Smith Creek Existing_AM - NG.syn 9 Report DKS Associates Page 1 Intersection Int Delay, s/veh 3.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 23 177 2 21 62 0 0 15 59 3 7 7 Future Vol, veh/h 23 177 2 21 62 0 0 15 59 3 7 7 Conflicting Peds, #/hr 0 0 0 0 0 0 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 - - - 75 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 27 211 2 25 74 0 0 18 70 4 8 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 74 0 0 213 0 0 399 391 212 435 392 74 Stage 1 - - - - - - 267 267 - 124 124 - Stage 2 - - - - - - 132 124 - 311 268 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1526 - - 1357 - - 561 545 828 531 544 988 Stage 1 - - - - - - 738 688 - 880 793 - Stage 2 - - - - - - 871 793 - 699 687 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1526 - - 1357 - - 534 524 828 460 523 988 Mov Cap-2 Maneuver - - - - - - 534 524 - 460 523 - Stage 1 - - - - - - 723 674 - 862 778 - Stage 2 - - - - - - 839 778 - 610 673 - Approach EB WB NB SB HCM Control Delay, s 0.8 1.9 10.5 10.9 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 741 1526 - - 1357 - - 630 HCM Lane V/C Ratio 0.119 0.018 - - 0.018 - - 0.032 HCM Control Delay 10.5 7.4 - - 7.7 - - 10.9 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 0.4 0.1 - - 0.1 - - 0.1 ---PAGE BREAK--- HCM 2010 AWSC Smith Creek Development TIA 2: Evergreen Rd & Hayes St 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 1 Intersection Intersection Delay, s/veh 42.2 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 95 30 1 104 40 175 0 365 161 54 113 39 Future Vol, veh/h 95 30 1 104 40 175 0 365 161 54 113 39 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 2 2 2 2 2 2 2 2 2 Mvmt Flow 103 33 1 113 43 190 0 397 175 59 123 42 Number of Lanes 0 1 0 0 1 0 1 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 1 1 1 HCM Control Delay 13.9 20.5 72.8 15.2 HCM LOS B C F C Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 0% 75% 33% 26% Vol Thru, % 100% 69% 24% 13% 55% Vol Right, % 0% 31% 1% 55% 19% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 0 526 126 319 206 LT Vol 0 0 95 104 54 Through Vol 0 365 30 40 113 RT Vol 0 161 1 175 39 Lane Flow Rate 0 572 137 347 224 Geometry Grp 7 7 2 2 5 Degree of Util 0 1.035 0.286 0.628 0.425 Departure Headway (Hd) 6.739 6.52 7.832 6.762 7.095 Convergence, Y/N Yes Yes Yes Yes Yes Cap 0 560 462 537 511 Service Time 4.439 4.22 5.832 4.762 5.095 HCM Lane V/C Ratio 0 1.021 0.297 0.646 0.438 HCM Control Delay 9.4 72.8 13.9 20.5 15.2 HCM Lane LOS N F B C C HCM 95th-tile Q 0 15.9 1.2 4.3 2.1 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 3: Evergreen Rd & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 82 764 140 137 765 17 651 16 171 12 9 29 Future Volume (vph) 82 764 140 137 765 17 651 16 171 12 9 29 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 0.95 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 0.95 0.99 1.00 Satd. Flow (prot) 1630 3260 1458 1630 3249 1548 1556 1458 1548 1616 1458 Flt Permitted 0.26 1.00 1.00 0.22 1.00 0.95 0.95 1.00 0.95 0.99 1.00 Satd. Flow (perm) 438 3260 1458 370 3249 1548 1556 1458 1548 1616 1458 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 88 822 151 147 823 18 700 17 184 13 10 31 RTOR Reduction (vph) 0 0 141 0 2 0 0 0 139 0 0 29 Lane Group Flow (vph) 88 822 10 147 839 0 357 360 45 11 12 2 Turn Type pm+pt NA custom pm+pt NA Split NA Perm Split NA Perm Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 4 6 8 4 Actuated Green, G 48.4 42.4 6.8 54.6 45.5 24.2 24.2 24.2 6.8 6.8 6.8 Effective Green, g 48.4 42.4 6.8 54.6 45.5 24.2 24.2 24.2 6.8 6.8 6.8 Actuated g/C Ratio 0.48 0.42 0.07 0.55 0.46 0.24 0.24 0.24 0.07 0.07 0.07 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 2.5 2.5 6.2 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 283 1382 99 316 1478 374 376 352 105 109 99 v/s Ratio Prot 0.02 0.25 c0.04 c0.26 0.23 c0.23 0.01 c0.01 v/s Ratio Perm 0.13 0.01 0.21 0.03 0.00 v/c Ratio 0.31 0.59 0.10 0.47 0.57 0.95 0.96 0.13 0.10 0.11 0.02 Uniform Delay, d1 14.7 22.2 43.7 13.2 20.0 37.4 37.4 29.6 43.7 43.8 43.5 Progression Factor 1.00 1.00 1.00 1.13 0.14 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 1.9 0.3 0.6 1.2 34.6 35.0 0.1 0.3 0.3 0.1 Delay 15.1 24.1 44.1 15.5 4.0 71.9 72.4 29.8 44.1 44.1 43.6 Level of Service B C D B A E E C D D D Approach Delay 26.2 5.7 63.5 43.8 Approach LOS C A E D Intersection Summary HCM 2000 Control Delay 31.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length 100.0 Sum of lost time 17.5 Intersection Capacity Utilization 68.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 4: I-5 NB Ramps & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 511 165 0 826 595 135 0 547 0 0 0 Future Volume (vph) 0 511 165 0 826 595 135 0 547 0 0 0 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.0 4.5 4.0 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.95 0.91 0.95 Frt 1.00 0.85 1.00 0.85 1.00 0.86 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3260 1458 3260 1458 1548 1335 1385 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3260 1458 3260 1458 1548 1335 1385 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 0 544 176 0 879 633 144 0 582 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 114 114 0 0 0 Lane Group Flow (vph) 0 544 176 0 879 633 130 185 183 0 0 0 Turn Type NA Free NA Free Perm NA Perm Protected Phases 2 6 8 Permitted Phases Free Free 8 8 Actuated Green, G 23.2 57.8 23.2 57.8 25.6 25.6 25.6 Effective Green, g 23.2 57.8 23.2 57.8 25.6 25.6 25.6 Actuated g/C Ratio 0.40 1.00 0.40 1.00 0.44 0.44 0.44 Clearance Time 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 4.0 5.0 2.5 2.5 2.5 Lane Grp Cap (vph) 1308 1458 1308 1458 685 591 613 v/s Ratio Prot 0.17 c0.27 v/s Ratio Perm 0.12 c0.43 0.08 0.14 0.13 v/c Ratio 0.42 0.12 0.67 0.43 0.19 0.31 0.30 Uniform Delay, d1 12.4 0.0 14.2 0.0 9.8 10.4 10.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.2 1.8 0.9 0.6 1.4 1.2 Delay 12.7 0.2 16.0 0.9 10.4 11.8 11.6 Level of Service B A B A B B B Approach Delay 9.7 9.7 11.5 0.0 Approach LOS A A B A Intersection Summary HCM 2000 Control Delay 10.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length 57.8 Sum of lost time 9.0 Intersection Capacity Utilization 47.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 5: I-5 SB Ramps & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 435 281 0 409 553 0 0 0 257 0 145 Future Volume (vph) 0 435 281 0 409 553 0 0 0 257 0 145 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.0 4.5 4.0 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3260 1458 3260 1458 3162 1458 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3260 1458 3260 1458 3162 1458 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 473 305 0 445 601 0 0 0 279 0 158 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 129 Lane Group Flow (vph) 0 473 305 0 445 601 0 0 0 279 0 29 Turn Type NA Free NA Free Prot Perm Protected Phases 2 6 4 Permitted Phases Free Free 4 Actuated Green, G 14.6 51.3 13.7 51.3 9.5 9.5 Effective Green, g 14.6 51.3 13.7 51.3 9.5 9.5 Actuated g/C Ratio 0.28 1.00 0.27 1.00 0.19 0.19 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 4.0 2.5 2.5 Lane Grp Cap (vph) 927 1458 870 1458 585 270 v/s Ratio Prot 0.15 0.14 0.09 v/s Ratio Perm 0.21 c0.41 0.02 v/c Ratio 0.51 0.21 0.51 0.41 0.48 0.11 Uniform Delay, d1 15.4 0.0 16.0 0.0 18.7 17.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.3 0.7 0.9 0.4 0.1 Delay 16.6 0.3 16.6 0.9 19.1 17.5 Level of Service B A B A B B Approach Delay 10.2 7.6 0.0 18.5 Approach LOS B A A B Intersection Summary HCM 2000 Control Delay 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length 51.3 Sum of lost time 13.5 Intersection Capacity Utilization 29.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 6: Settlemier Ave & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 163 516 189 115 414 137 281 272 120 158 271 181 Future Volume (vph) 163 516 189 115 414 137 281 272 120 158 271 181 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 5.0 4.5 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1630 1716 1458 1630 1716 1458 1630 1716 1458 1630 1716 1458 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1630 1716 1458 1630 1716 1458 1630 1716 1458 1630 1716 1458 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 177 561 205 125 450 149 305 296 130 172 295 197 RTOR Reduction (vph) 0 0 115 0 0 83 0 0 85 0 0 143 Lane Group Flow (vph) 177 561 90 125 450 66 305 296 45 172 295 54 Turn Type Prot NA pm+ov Prot NA custom Prot NA custom Prot NA custom Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 2 6 Actuated Green, G 9.7 30.1 44.0 7.0 27.4 31.3 13.9 31.3 30.1 12.6 30.0 27.4 Effective Green, g 9.7 30.1 44.0 7.0 27.4 31.3 13.9 31.3 30.1 12.6 30.0 27.4 Actuated g/C Ratio 0.10 0.30 0.44 0.07 0.27 0.31 0.14 0.31 0.30 0.13 0.30 0.27 Clearance Time 4.5 5.0 4.5 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension 2.5 4.8 2.5 2.5 4.8 2.5 2.5 2.5 4.8 2.5 2.5 4.8 Lane Grp Cap (vph) 158 516 641 114 470 456 226 537 438 205 514 399 v/s Ratio Prot c0.11 c0.33 0.02 0.08 0.26 c0.19 c0.17 0.11 0.17 v/s Ratio Perm 0.04 0.05 0.03 0.04 v/c Ratio 1.12 1.09 0.14 1.10 0.96 0.14 1.35 0.55 0.10 0.84 0.57 0.14 Uniform Delay, d1 45.1 35.0 16.7 46.5 35.7 24.7 43.0 28.5 25.2 42.7 29.6 27.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 107.5 65.4 0.1 112.6 31.1 0.1 183.6 1.0 0.2 24.4 4.6 0.3 Delay 152.7 100.3 16.8 159.1 66.8 24.8 226.7 29.5 25.4 67.1 34.2 27.7 Level of Service F F B F E C F C C E C C Approach Delay 92.0 74.1 111.0 40.8 Approach LOS F E F D Intersection Summary HCM 2000 Control Delay 81.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.97 Actuated Cycle Length 100.0 Sum of lost time 19.0 Intersection Capacity Utilization 84.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 7: Settlemier Ave & Hayes St 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 2 Intersection Int Delay, s/veh 18.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 46 17 156 4 25 17 134 516 14 10 375 58 Future Vol, veh/h 46 17 156 4 25 17 134 516 14 10 375 58 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 50 18 170 4 27 18 146 561 15 11 408 63 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1344 1328 439 1415 1352 568 471 0 0 576 0 0 Stage 1 461 461 - 860 860 - - - - - - - Stage 2 883 867 - 555 492 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 129 155 618 115 [PHONE REDACTED] - - 997 - - Stage 1 581 565 - 351 373 - - - - - - - Stage 2 340 370 - 516 548 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 87 123 618 62 [PHONE REDACTED] - - 997 - - Mov Cap-2 Maneuver 87 123 - 62 119 - - - - - - - Stage 1 467 557 - 282 300 - - - - - - - Stage 2 240 297 - 357 540 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 102.7 40.6 1.8 0.2 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1091 - - 238 150 997 - - HCM Lane V/C Ratio 0.134 - - 1 0.333 0.011 - - HCM Control Delay 8.8 0 - 102.7 40.6 8.7 0 - HCM Lane LOS A A - F E A A - HCM 95th %tile Q(veh) 0.5 - - 9.5 1.4 0 - - ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 8: Settlemier Ave & Ben Brown Ln 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 3 Intersection Int Delay, s/veh 1.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 76 2 1 311 334 29 Future Vol, veh/h 76 2 1 311 334 29 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 83 2 1 338 363 32 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 719 379 395 0 - 0 Stage 1 379 - - - - - Stage 2 340 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 692 - - - - - Stage 2 721 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 395 - - - - - Stage 1 692 - - - - - Stage 2 720 - - - - - Approach EB NB SB HCM Control Delay, s 16.4 0 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1164 - 399 - - HCM Lane V/C Ratio 0.001 - 0.212 - - HCM Control Delay 8.1 0 16.4 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0 - 0.8 - - ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 9: Kirksey Drive & Parr Rd 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 4 Intersection Int Delay, s/veh 4.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 13 0 0 0 7 0 0 0 13 0 11 Future Vol, veh/h 0 13 0 0 0 7 0 0 0 13 0 11 Conflicting Peds, #/hr 0 0 0 0 0 0 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 Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 14 0 0 0 8 0 0 0 14 0 12 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 8 0 - - - 0 24 22 14 18 18 4 Stage 1 - - - - - - 14 14 - 4 4 - Stage 2 - - - - - - 10 8 - 14 14 - Critical Hdwy 4.12 - - - - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - - - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1612 - 0 0 - - [PHONE REDACTED] [PHONE REDACTED] Stage 1 - - 0 0 - - 1006 884 - 1018 892 - Stage 2 - - 0 0 - - 1011 889 - 1006 884 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1612 - - - - - [PHONE REDACTED] [PHONE REDACTED] Mov Cap-2 Maneuver - - - - - - 903 802 - 915 804 - Stage 1 - - - - - - 1006 884 - 1018 892 - Stage 2 - - - - - - 1000 889 - 1006 884 - Approach EB WB NB SB HCM Control Delay, s 0 0 0 8.8 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR SBLn1 Capacity (veh/h) - 1612 - - - 984 HCM Lane V/C Ratio - - - - - 0.027 HCM Control Delay 0 0 - - - 8.8 HCM Lane LOS A A - - - A HCM 95th %tile Q(veh) - 0 - - - 0.1 ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 10: Parr Rd & Stubb Rd 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 5 Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 127 92 7 18 4 Future Vol, veh/h 1 127 92 7 18 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 138 100 8 20 4 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 108 0 - 0 244 104 Stage 1 - - - - 104 - Stage 2 - - - - 140 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1483 - - - 744 951 Stage 1 - - - - 920 - Stage 2 - - - - 887 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1483 - - - 743 951 Mov Cap-2 Maneuver - - - - 750 - Stage 1 - - - - 920 - Stage 2 - - - - 886 - Approach EB WB SB HCM Control Delay, s 0.1 0 9.8 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1483 - - - 780 HCM Lane V/C Ratio 0.001 - - - 0.031 HCM Control Delay 7.4 0 - - 9.8 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM 2010 AWSC Smith Creek Development TIA 11: Cascade Dr & Hayes St 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 2 Intersection Intersection Delay, s/veh 9.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 35 211 0 1 252 15 3 4 0 40 5 52 Future Vol, veh/h 35 211 0 1 252 15 3 4 0 40 5 52 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 2 2 2 2 2 2 2 2 2 Mvmt Flow 38 229 0 1 274 16 3 4 0 43 5 57 Number of Lanes 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 Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9.9 10.1 8.6 8.8 HCM LOS A B A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 43% 14% 0% 41% Vol Thru, % 57% 86% 94% 5% Vol Right, % 0% 0% 6% 54% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 7 246 268 97 LT Vol 3 35 1 40 Through Vol 4 211 252 5 RT Vol 0 0 15 52 Lane Flow Rate 8 267 291 105 Geometry Grp 1 1 1 1 Degree of Util 0.011 0.339 0.363 0.145 Departure Headway (Hd) 5.434 4.563 4.481 4.95 Convergence, Y/N Yes Yes Yes Yes Cap 655 789 801 722 Service Time 3.495 2.595 2.512 2.997 HCM Lane V/C Ratio 0.012 0.338 0.363 0.145 HCM Control Delay 8.6 9.9 10.1 8.8 HCM Lane LOS A A B A HCM 95th-tile Q 0 1.5 1.7 0.5 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 12: Oregon Way & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 22 875 11 9 817 17 33 10 6 12 2 55 Future Volume (vph) 22 875 11 9 817 17 33 10 6 12 2 55 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 1.00 0.94 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1630 3254 1630 3250 1630 1616 1630 1467 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1630 3254 1630 3250 1630 1616 1630 1467 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 24 951 12 10 888 18 36 11 7 13 2 60 RTOR Reduction (vph) 0 1 0 0 1 0 0 6 0 0 50 0 Lane Group Flow (vph) 24 962 0 10 905 0 36 12 0 13 12 0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Actuated Green, G 11.0 38.5 11.0 38.5 18.0 16.0 18.0 16.0 Effective Green, g 11.0 38.5 11.0 38.5 18.0 16.0 18.0 16.0 Actuated g/C Ratio 0.11 0.38 0.11 0.38 0.18 0.16 0.18 0.16 Clearance Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Vehicle Extension 2.5 6.2 2.5 6.2 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 179 1252 179 1251 293 258 293 234 v/s Ratio Prot c0.01 c0.30 0.01 0.28 c0.02 0.01 0.01 c0.01 v/s Ratio Perm v/c Ratio 0.13 0.77 0.06 0.72 0.12 0.05 0.04 0.05 Uniform Delay, d1 40.2 26.9 39.8 26.2 34.4 35.5 33.9 35.6 Progression Factor 1.01 1.16 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 3.9 0.6 3.7 0.9 0.3 0.3 0.4 Delay 41.9 35.0 40.4 29.9 35.2 35.9 34.2 36.0 Level of Service D C D C D D C D Approach Delay 35.1 30.0 35.5 35.7 Approach LOS D C D D Intersection Summary HCM 2000 Control Delay 32.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length 100.0 Sum of lost time 16.5 Intersection Capacity Utilization 42.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 2010 AWSC Smith Creek Development TIA 13: Hayes St & Oregon Way 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 3 Intersection Intersection Delay, s/veh 9.7 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 9 215 284 42 17 17 Future Vol, veh/h 9 215 284 42 17 17 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 10 234 309 46 18 18 Number of Lanes 0 1 1 0 1 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 9.2 10.2 8.3 HCM LOS A B A Lane EBLn1 WBLn1 SBLn1 Vol Left, % 4% 0% 50% Vol Thru, % 96% 87% 0% Vol Right, % 0% 13% 50% Sign Control Stop Stop Stop Traffic Vol by Lane 224 326 34 LT Vol 9 0 17 Through Vol 215 284 0 RT Vol 0 42 17 Lane Flow Rate 243 354 37 Geometry Grp 1 1 1 Degree of Util 0.296 0.414 0.051 Departure Headway (Hd) 4.381 4.21 5.006 Convergence, Y/N Yes Yes Yes Cap 823 861 715 Service Time 2.396 2.21 3.035 HCM Lane V/C Ratio 0.295 0.411 0.052 HCM Control Delay 9.2 10.2 8.3 HCM Lane LOS A B A HCM 95th-tile Q 1.2 2.1 0.2 ---PAGE BREAK--- HCM 2010 AWSC Smith Creek Development TIA 15: Settlemier Ave & Parr Rd 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 4 Intersection Intersection Delay, s/veh 21.9 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 272 174 127 20 173 3 156 75 258 2 90 210 Future Vol, veh/h 272 174 127 20 173 3 156 75 258 2 90 210 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 2 2 2 2 2 2 2 2 2 Mvmt Flow 296 189 138 22 188 3 170 82 280 2 98 228 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 26.8 18.2 21 16.7 HCM LOS D C C C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 68% 0% 100% 0% 100% 0% 2% 0% Vol Thru, % 32% 0% 0% 58% 0% 98% 98% 0% Vol Right, % 0% 100% 0% 42% 0% 2% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 231 258 272 301 20 176 92 210 LT Vol 156 0 272 0 20 0 2 0 Through Vol 75 0 0 174 0 173 90 0 RT Vol 0 258 0 127 0 3 0 210 Lane Flow Rate 251 280 296 327 22 191 100 228 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.588 0.573 0.691 0.69 0.056 0.462 0.236 0.493 Departure Headway (Hd) 8.432 7.361 8.411 7.592 9.233 8.701 8.506 7.77 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 427 488 429 474 387 413 421 461 Service Time 6.207 5.135 6.187 5.366 7.023 6.49 6.288 5.55 HCM Lane V/C Ratio 0.588 0.574 0.69 0.69 0.057 0.462 0.238 0.495 HCM Control Delay 22.6 19.6 28.1 25.7 12.6 18.8 13.9 17.9 HCM Lane LOS C C D D B C B C HCM 95th-tile Q 3.7 3.5 5.1 5.2 0.2 2.4 0.9 2.7 ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 1: Harvard Dr & Evergreen Rd 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 1 Intersection Int Delay, s/veh 8.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 140 6 341 148 3 2 5 205 4 40 59 Future Vol, veh/h 12 140 6 341 148 3 2 5 205 4 40 59 Conflicting Peds, #/hr 0 0 0 0 0 0 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 - - - 75 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 13 152 7 371 161 3 2 5 223 4 43 64 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 164 0 0 159 0 0 1140 1087 155 1200 1089 163 Stage 1 - - - - - - 182 182 - 904 904 - Stage 2 - - - - - - 958 905 - 296 185 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1414 - - 1420 - - 178 216 891 162 215 882 Stage 1 - - - - - - 820 749 - 331 356 - Stage 2 - - - - - - 309 355 - 712 747 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1414 - - 1420 - - 104 158 891 94 157 882 Mov Cap-2 Maneuver - - - - - - 104 158 - 94 157 - Stage 1 - - - - - - 812 742 - 328 263 - Stage 2 - - - - - - 177 262 - 525 740 - Approach EB WB NB SB HCM Control Delay, s 0.6 5.8 11.8 25.8 HCM LOS B D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 755 1414 - - 1420 - - 283 HCM Lane V/C Ratio 0.305 0.009 - - 0.261 - - 0.396 HCM Control Delay 11.8 7.6 - - 8.4 - - 25.8 HCM Lane LOS B A - - A - - D HCM 95th %tile Q(veh) 1.3 0 - - 1.1 - - 1.8 ---PAGE BREAK--- HCM 2010 AWSC Smith Creek Development TIA 2: Evergreen Rd & Hayes St 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 1 Intersection Intersection Delay, s/veh 88.6 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 65 69 0 145 106 143 4 248 102 139 320 95 Future Vol, veh/h 65 69 0 145 106 143 4 248 102 139 320 95 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 2 2 2 2 2 2 2 2 2 Mvmt Flow 71 75 0 158 115 155 4 270 111 151 348 103 Number of Lanes 0 1 0 0 1 0 1 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 1 1 1 HCM Control Delay 18.4 48.8 40.9 164.3 HCM LOS C E E F Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 Vol Left, % 100% 0% 49% 37% 25% Vol Thru, % 0% 71% 51% 27% 58% Vol Right, % 0% 29% 0% 36% 17% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 4 350 134 394 554 LT Vol 4 0 65 145 139 Through Vol 0 248 69 106 320 RT Vol 0 102 0 143 95 Lane Flow Rate 4 380 146 428 602 Geometry Grp 7 7 2 2 5 Degree of Util 0.01 0.831 0.362 0.89 1.278 Departure Headway (Hd) 9.234 8.502 9.918 8.194 7.64 Convergence, Y/N Yes Yes Yes Yes Yes Cap 390 430 366 445 482 Service Time 6.934 6.202 7.918 6.194 5.64 HCM Lane V/C Ratio 0.01 0.884 0.399 0.962 1.249 HCM Control Delay 12 41.2 18.4 48.8 164.3 HCM Lane LOS B E C E F HCM 95th-tile Q 0 7.9 1.6 9.5 25.3 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 3: Evergreen Rd & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 114 900 382 225 796 14 496 27 179 31 28 78 Future Volume (vph) 114 900 382 225 796 14 496 27 179 31 28 78 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 0.95 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1630 3260 1458 1630 3251 1548 1560 1458 1548 1622 1458 Flt Permitted 0.24 1.00 1.00 0.15 1.00 0.95 0.96 1.00 0.95 1.00 1.00 Satd. Flow (perm) 414 3260 1458 249 3251 1548 1560 1458 1548 1622 1458 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 120 947 402 237 838 15 522 28 188 33 29 82 RTOR Reduction (vph) 0 0 342 0 1 0 0 0 148 0 0 74 Lane Group Flow (vph) 120 947 60 237 852 0 277 273 40 30 32 8 Turn Type pm+pt NA custom pm+pt NA Split NA Perm Split NA Perm Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 4 6 8 4 Actuated Green, G 47.9 39.4 9.6 55.3 43.1 21.3 21.3 21.3 9.6 9.6 9.6 Effective Green, g 47.9 39.4 9.6 55.3 43.1 21.3 21.3 21.3 9.6 9.6 9.6 Actuated g/C Ratio 0.48 0.39 0.10 0.55 0.43 0.21 0.21 0.21 0.10 0.10 0.10 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 2.5 2.5 6.2 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 301 1284 [PHONE REDACTED] 329 332 310 148 155 139 v/s Ratio Prot 0.03 0.29 c0.09 0.26 c0.18 0.18 0.02 0.02 v/s Ratio Perm 0.16 c0.04 c0.33 0.03 0.01 v/c Ratio 0.40 0.74 0.43 0.77 0.61 0.84 0.82 0.13 0.20 0.21 0.06 Uniform Delay, d1 15.4 25.9 42.6 16.3 21.9 37.7 37.5 31.8 41.7 41.7 41.1 Progression Factor 0.75 0.83 2.44 2.38 1.62 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 3.0 1.2 7.6 1.3 17.2 14.7 0.1 0.5 0.5 0.1 Delay 12.1 24.5 105.2 46.5 36.8 54.9 52.3 32.0 42.2 42.2 41.2 Level of Service B C F D D D D C D D D Approach Delay 45.5 38.9 48.1 41.6 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 43.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length 100.0 Sum of lost time 17.5 Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 4: I-5 NB Ramps & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1085 181 0 1032 382 213 0 601 0 0 0 Future Volume (vph) 0 1085 181 0 1032 382 213 0 601 0 0 0 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.0 4.5 4.0 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.95 0.91 0.95 Frt 1.00 0.85 1.00 0.85 1.00 0.86 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3260 1458 3260 1458 1548 1339 1385 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3260 1458 3260 1458 1548 1339 1385 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 1167 195 0 1110 411 229 0 646 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 26 26 0 0 0 Lane Group Flow (vph) 0 1167 195 0 1110 411 206 307 310 0 0 0 Turn Type NA Free NA Free Perm NA Perm Protected Phases 2 6 8 Permitted Phases Free Free 8 8 Actuated Green, G 43.9 100.0 43.9 100.0 47.1 47.1 47.1 Effective Green, g 43.9 100.0 43.9 100.0 47.1 47.1 47.1 Actuated g/C Ratio 0.44 1.00 0.44 1.00 0.47 0.47 0.47 Clearance Time 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 4.0 5.0 2.5 2.5 2.5 Lane Grp Cap (vph) 1431 1458 1431 1458 729 630 652 v/s Ratio Prot c0.36 0.34 v/s Ratio Perm 0.13 0.28 0.13 0.23 0.22 v/c Ratio 0.82 0.13 0.78 0.28 0.28 0.49 0.48 Uniform Delay, d1 24.5 0.0 23.9 0.0 16.1 18.2 18.0 Progression Factor 1.00 1.00 0.89 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.2 0.2 2.5 0.4 1.0 2.7 2.5 Delay 29.7 0.2 23.6 0.4 17.1 20.8 20.5 Level of Service C A C A B C C Approach Delay 25.5 17.3 19.8 0.0 Approach LOS C B B A Intersection Summary HCM 2000 Control Delay 20.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length 100.0 Sum of lost time 9.0 Intersection Capacity Utilization 67.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 5: I-5 SB Ramps & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 589 389 0 647 587 0 0 0 728 0 261 Future Volume (vph) 0 589 389 0 647 587 0 0 0 728 0 261 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.0 4.5 4.0 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3260 1458 3260 1458 3162 1458 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3260 1458 3260 1458 3162 1458 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 640 423 0 703 638 0 0 0 791 0 284 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 199 Lane Group Flow (vph) 0 640 423 0 703 638 0 0 0 791 0 85 Turn Type NA Free NA Free Prot Perm Protected Phases 2 6 4 Permitted Phases Free Free 4 Actuated Green, G 15.6 66.8 17.6 66.8 20.1 20.1 Effective Green, g 15.6 66.8 17.6 66.8 20.1 20.1 Actuated g/C Ratio 0.23 1.00 0.26 1.00 0.30 0.30 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 4.0 2.5 2.5 Lane Grp Cap (vph) 761 1458 858 1458 951 438 v/s Ratio Prot c0.20 c0.22 c0.25 v/s Ratio Perm 0.29 0.44 0.06 v/c Ratio 0.84 0.29 0.82 0.44 0.83 0.20 Uniform Delay, d1 24.4 0.0 23.1 0.0 21.8 17.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.6 0.5 6.5 1.0 6.2 0.2 Delay 34.0 0.5 29.6 1.0 28.0 17.5 Level of Service C A C A C B Approach Delay 20.7 16.0 0.0 25.2 Approach LOS C B A C Intersection Summary HCM 2000 Control Delay 20.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length 66.8 Sum of lost time 13.5 Intersection Capacity Utilization 49.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 6: Settlemier Ave & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 89 566 411 145 644 91 313 144 103 106 217 127 Future Volume (vph) 89 566 411 145 644 91 313 144 103 106 217 127 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 5.0 4.5 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1630 1716 1458 1630 1716 1458 1630 1716 1458 1630 1716 1458 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1630 1716 1458 1630 1716 1458 1630 1716 1458 1630 1716 1458 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 95 602 437 154 685 97 333 153 110 113 231 135 RTOR Reduction (vph) 0 0 188 0 0 65 0 0 76 0 0 94 Lane Group Flow (vph) 95 602 249 154 685 32 333 153 34 113 231 41 Turn Type Prot NA pm+ov Prot NA custom Prot NA custom Prot NA custom Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 2 6 Actuated Green, G 7.6 31.0 44.9 7.0 30.4 33.0 13.9 33.0 31.0 10.9 30.0 30.4 Effective Green, g 7.6 31.0 44.9 7.0 30.4 33.0 13.9 33.0 31.0 10.9 30.0 30.4 Actuated g/C Ratio 0.08 0.31 0.44 0.07 0.30 0.33 0.14 0.33 0.31 0.11 0.30 0.30 Clearance Time 4.5 5.0 4.5 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension 2.5 4.8 2.5 2.5 4.8 2.5 2.5 2.5 4.8 2.5 2.5 4.8 Lane Grp Cap (vph) 122 527 648 113 517 476 224 561 447 176 510 439 v/s Ratio Prot 0.06 0.35 0.05 c0.09 c0.40 c0.20 c0.09 0.07 c0.13 v/s Ratio Perm 0.12 0.02 0.02 0.03 v/c Ratio 0.78 1.14 0.38 1.36 1.32 0.07 1.49 0.27 0.08 0.64 0.45 0.09 Uniform Delay, d1 45.8 35.0 18.8 47.0 35.2 23.4 43.5 25.1 24.8 43.1 28.8 25.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 25.3 84.8 0.3 209.8 159.3 0.0 241.3 0.2 0.1 6.9 2.9 0.2 Delay 71.2 119.7 19.0 256.8 194.5 23.4 284.8 25.3 24.9 50.0 31.7 25.5 Level of Service E F B F F C F C C D C C Approach Delay 76.8 187.0 170.2 34.3 Approach LOS E F F C Intersection Summary HCM 2000 Control Delay 120.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.01 Actuated Cycle Length 100.9 Sum of lost time 19.0 Intersection Capacity Utilization 89.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 7: Settlemier Ave & Hayes St 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 2 Intersection Int Delay, s/veh 34.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 21 150 12 36 22 149 315 7 32 506 88 Future Vol, veh/h 45 21 150 12 36 22 149 315 7 32 506 88 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 49 23 163 13 39 24 162 342 8 35 550 96 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1369 1341 598 1430 1385 346 646 0 0 350 0 0 Stage 1 667 667 - 670 670 - - - - - - - Stage 2 702 674 - 760 715 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 124 152 502 112 143 697 939 - - 1209 - - Stage 1 448 457 - 446 455 - - - - - - - Stage 2 429 454 - 398 434 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 70 114 502 52 107 697 939 - - 1209 - - Mov Cap-2 Maneuver 70 114 - 52 107 - - - - - - - Stage 1 352 436 - 351 358 - - - - - - - Stage 2 290 357 - 243 414 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 187.2 80.4 3 0.4 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 939 - - [PHONE REDACTED] - - HCM Lane V/C Ratio 0.172 - - 1.223 0.65 0.029 - - HCM Control Delay 9.6 0 - 187.2 80.4 8.1 0 - HCM Lane LOS A A - F F A A - HCM 95th %tile Q(veh) 0.6 - - 12.4 3.4 0.1 - - ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 8: Settlemier Ave & Ben Brown Ln 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 3 Intersection Int Delay, s/veh 1.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 43 2 6 211 273 75 Future Vol, veh/h 43 2 6 211 273 75 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 50 2 7 245 317 87 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 620 361 405 0 - 0 Stage 1 361 - - - - - Stage 2 259 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 705 - - - - - Stage 2 784 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 449 - - - - - Stage 1 705 - - - - - Stage 2 779 - - - - - Approach EB NB SB HCM Control Delay, s 13.9 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1154 - 456 - - HCM Lane V/C Ratio 0.006 - 0.115 - - HCM Control Delay 8.1 0 13.9 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.4 - - ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 9: Kirksey Drive & Parr Rd 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 4 Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 8 0 0 0 26 0 0 0 8 7 0 Future Vol, veh/h 0 8 0 0 0 26 0 0 0 8 7 0 Conflicting Peds, #/hr 0 0 0 0 0 0 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 Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 9 0 0 0 28 0 0 0 9 8 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 28 0 - - - 0 27 37 9 23 23 14 Stage 1 - - - - - - 9 9 - 14 14 - Stage 2 - - - - - - 18 28 - 9 9 - Critical Hdwy 4.12 - - - - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - - - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1585 - 0 0 - - [PHONE REDACTED] [PHONE REDACTED] Stage 1 - - 0 0 - - 1012 888 - 1006 884 - Stage 2 - - 0 0 - - 1001 872 - 1012 888 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1585 - - - - - [PHONE REDACTED] [PHONE REDACTED] Mov Cap-2 Maneuver - - - - - - 901 791 - 912 801 - Stage 1 - - - - - - 1012 888 - 1006 884 - Stage 2 - - - - - - 992 872 - 1012 888 - Approach EB WB NB SB HCM Control Delay, s 0 0 0 9.3 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR SBLn1 Capacity (veh/h) - 1585 - - - 857 HCM Lane V/C Ratio - - - - - 0.019 HCM Control Delay 0 0 - - - 9.3 HCM Lane LOS A A - - - A HCM 95th %tile Q(veh) - 0 - - - 0.1 ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 10: Parr Rd & Stubb Rd 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 5 Intersection Int Delay, s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 83 66 17 13 3 Future Vol, veh/h 6 83 66 17 13 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 7 90 72 18 14 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 90 0 - 0 184 81 Stage 1 - - - - 81 - Stage 2 - - - - 103 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1505 - - - 805 979 Stage 1 - - - - 942 - Stage 2 - - - - 921 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1505 - - - 801 979 Mov Cap-2 Maneuver - - - - 789 - Stage 1 - - - - 942 - Stage 2 - - - - 916 - Approach EB WB SB HCM Control Delay, s 0.5 0 9.5 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1505 - - - 819 HCM Lane V/C Ratio 0.004 - - - 0.021 HCM Control Delay 7.4 0 - - 9.5 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM 2010 AWSC Smith Creek Development TIA 11: Cascade Dr & Hayes St 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 2 Intersection Intersection Delay, s/veh 10.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 292 3 3 257 4 1 4 1 33 5 99 Future Vol, veh/h 38 292 3 3 257 4 1 4 1 33 5 99 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 2 2 2 2 2 2 2 2 2 Mvmt Flow 41 317 3 3 279 4 1 4 1 36 5 108 Number of Lanes 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 Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 11.8 10.7 8.7 9.4 HCM LOS B B A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 17% 11% 1% 24% Vol Thru, % 67% 88% 97% 4% Vol Right, % 17% 1% 2% 72% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 6 333 264 137 LT Vol 1 38 3 33 Through Vol 4 292 257 5 RT Vol 1 3 4 99 Lane Flow Rate 7 362 287 149 Geometry Grp 1 1 1 1 Degree of Util 0.01 0.47 0.377 0.208 Departure Headway (Hd) 5.69 4.672 4.73 5.021 Convergence, Y/N Yes Yes Yes Yes Cap 633 767 755 709 Service Time 3.69 2.728 2.79 3.095 HCM Lane V/C Ratio 0.011 0.472 0.38 0.21 HCM Control Delay 8.7 11.8 10.7 9.4 HCM Lane LOS A B B A HCM 95th-tile Q 0 2.5 1.8 0.8 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 12: Oregon Way & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 113 1046 49 24 921 67 32 21 8 67 28 93 Future Volume (vph) 113 1046 49 24 921 67 32 21 8 67 28 93 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.99 1.00 0.96 1.00 0.88 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1630 3238 1630 3226 1630 1647 1630 1517 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1630 3238 1630 3226 1630 1647 1630 1517 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 119 1101 52 25 969 71 34 22 8 71 29 98 RTOR Reduction (vph) 0 4 0 0 5 0 0 7 0 0 82 0 Lane Group Flow (vph) 119 1149 0 25 1035 0 34 23 0 71 45 0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Actuated Green, G 11.0 40.3 11.0 40.3 16.2 16.0 16.2 16.0 Effective Green, g 11.0 40.3 11.0 40.3 16.2 16.0 16.2 16.0 Actuated g/C Ratio 0.11 0.40 0.11 0.40 0.16 0.16 0.16 0.16 Clearance Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Vehicle Extension 2.5 6.2 2.5 6.2 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 179 1304 179 1300 264 263 264 242 v/s Ratio Prot c0.07 c0.36 0.02 0.32 0.02 0.01 c0.04 c0.03 v/s Ratio Perm v/c Ratio 0.66 0.88 0.14 0.80 0.13 0.09 0.27 0.18 Uniform Delay, d1 42.7 27.6 40.2 26.2 35.9 35.8 36.7 36.4 Progression Factor 1.47 0.42 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.4 7.2 1.6 5.1 1.0 0.7 2.5 1.7 Delay 77.4 18.9 41.8 31.3 36.9 36.5 39.2 38.0 Level of Service E B D C D D D D Approach Delay 24.3 31.6 36.7 38.5 Approach LOS C C D D Intersection Summary HCM 2000 Control Delay 28.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length 100.0 Sum of lost time 16.5 Intersection Capacity Utilization 61.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 2010 AWSC Smith Creek Development TIA 13: Hayes St & Oregon Way 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 3 Intersection Intersection Delay, s/veh 11 Intersection LOS B Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 21 259 334 39 28 46 Future Vol, veh/h 21 259 334 39 28 46 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 23 282 363 42 30 50 Number of Lanes 0 1 1 0 1 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 10.5 11.7 8.9 HCM LOS B B A Lane EBLn1 WBLn1 SBLn1 Vol Left, % 7% 0% 38% Vol Thru, % 93% 90% 0% Vol Right, % 0% 10% 62% Sign Control Stop Stop Stop Traffic Vol by Lane 280 373 74 LT Vol 21 0 28 Through Vol 259 334 0 RT Vol 0 39 46 Lane Flow Rate 304 405 80 Geometry Grp 1 1 1 Degree of Util 0.387 0.497 0.116 Departure Headway (Hd) 4.58 4.409 5.172 Convergence, Y/N Yes Yes Yes Cap 785 815 690 Service Time 2.616 2.441 3.228 HCM Lane V/C Ratio 0.387 0.497 0.116 HCM Control Delay 10.5 11.7 8.9 HCM Lane LOS B B A HCM 95th-tile Q 1.8 2.8 0.4 ---PAGE BREAK--- HCM 2010 AWSC Smith Creek Development TIA 15: Settlemier Ave & Parr Rd 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 4 Intersection Intersection Delay, s/veh 10.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 99 55 48 52 76 11 44 112 41 5 129 110 Future Vol, veh/h 99 55 48 52 76 11 44 112 41 5 129 110 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 2 2 2 2 2 2 2 2 2 Mvmt Flow 108 60 52 57 83 12 48 122 45 5 140 120 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 10.4 10.1 10.8 9.9 HCM LOS B B B A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 28% 0% 100% 0% 100% 0% 4% 0% Vol Thru, % 72% 0% 0% 53% 0% 87% 96% 0% Vol Right, % 0% 100% 0% 47% 0% 13% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 156 41 99 103 52 87 134 110 LT Vol 44 0 99 0 52 0 5 0 Through Vol 112 0 0 55 0 76 129 0 RT Vol 0 41 0 48 0 11 0 110 Lane Flow Rate 170 45 108 112 57 95 146 120 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.29 0.066 0.197 0.179 0.105 0.161 0.242 0.174 Departure Headway (Hd) 6.151 5.3 6.606 5.769 6.713 6.116 5.976 5.249 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 585 676 543 621 534 586 602 684 Service Time 3.885 3.034 4.344 3.507 4.453 3.857 3.709 2.982 HCM Lane V/C Ratio 0.291 0.067 0.199 0.18 0.107 0.162 0.243 0.175 HCM Control Delay 11.4 8.4 11 9.8 10.2 10 10.6 9.1 HCM Lane LOS B A B A B A B A HCM 95th-tile Q 1.2 0.2 0.7 0.6 0.3 0.6 0.9 0.6 ---PAGE BREAK--- CITY OF WOOD Appendix C – DBURN I SMIT – Trip Distribu H CREEK DEVE ution LOPMENT TRAFFIC IMPACT ANALYSIS 34 ---PAGE BREAK--- 10% 10% 20% 90% 90% 5% 45% 50% 30% 80% 10% 10% Project Site R D Y E S K RIK 9 PARR RD NE D R N E E R G R E V E E V A R EI M E L T T E S S T S T N O R F S W HAYES ST W HAYES ST STACY ALLISON WAY H IL LS B O RO-SILVERTON HWY NE INTERSTATE 5 R D E D A C S A C N R D E D A C S A C S 10 8 7 6 1 2 3 4 5 12 11 13 Project Site R D Y E S K RIK 9 PARR RD NE D R N E E R G R E V E E V A R EI M E L T T E S S T S T N O R F S W HAYES ST W HAYES ST STACY ALLISON WAY H IL LS B O RO-SILVERTON HWY NE INTERSTATE 5 R D E D A C S A C N R D E D A C S A C S 10 8 7 6 1 2 3 4 5 12 11 13 14 14 Inbound Scenario 1 Phases 1A, 1B, 2A, 2B, 2C, 3A Outbound 5% 30% 90% 5% 5% 10% 10% 20% 45% 90% 80% 10% 90% 5% 5% 5% 10% 5% 5% 5% 80% 30% ---PAGE BREAK--- Project Site R D Y E S K RIK PARR RD NE D R N E E R G R E V E E V A R EI M E L T T E S S T S T N O R F S W HAYES ST W HAYES ST STACY ALLISON WAY H IL LS B O RO-SILVERTON HWY NE INTERSTATE 5 R D E D A C S A C N R D E D A C S A C S 10 8 7 6 1 2 3 4 5 12 11 13 Project Site R D Y E S K RIK 9 PARR RD NE D R N E E R G R E V E E V A R EI M E L T T E S S T S T N O R F S W HAYES ST W HAYES ST STACY ALLISON WAY H IL LS B O RO-SILVERTON HWY NE INTERSTATE 5 R D E D A C S A C N R D E D A C S A C S 10 8 7 6 1 2 3 4 5 12 11 13 14 14 20% 35% 5% 20% 30% 5% 60% 60% 60% 20% 10% 60% 45% 20% 20% 20% 10% 20% 60% 10% 10% 20% Inbound Scenario 2 Phases 3A & 4A Outbound 9 30% 30% 5% 5% 45% 60% 20% 20% 20% 35% 5% 30% 60% 20% 10% 5% 20% 60% 20% 10% 10% 30% W CLEVELAND ST W CLEVELAND ST 10% ---PAGE BREAK--- Project Site 10% Project Site R D Y E S K RIK PARR RD NE D R N E E R G R E V E E V A R EI M E L T T E S S T S T N O R F S W HAYES ST W HAYES ST STACY ALLISON WAY H IL LS B O RO-SILVERTON HWY NE INTERSTATE 5 R D E D A C S A C N R D E D A C S A C S 10 8 7 6 1 2 3 4 5 12 11 13 Project Site R D Y E S K RIK 9 PARR RD NE D R N E E R G R E V E E V A R EI M E L T T E S S T S T N O R F S W HAYES ST W HAYES ST STACY ALLISON WAY H I L L S B O RO-SILVERTON HWY NE INTERSTATE 5 R D E D A C S A C N R D E D A C S A C S 10 8 7 6 1 2 3 4 5 12 11 13 14 14 KILLIAN SPRING RD KILLIAN SPRING RD Scenario 3 Phases 3B & 4B Outbound 9 5% 50% 30% 45% 10% 25% 5% 55% 25% 5% 30% 25% 30% 25% 30% 80% 30% 55% W CLEVELAND ST 30% 5% 35% 5% 20% 20% 20% 20% 20% Inbound 9 W CLEVELAND ST 5% 45% 30% 30% 50% 25% 25% 35% 25% 35% 5% 30% 5% 25% 10% 5% 55% 20% 60% 50% 10% 5% 20% 20% 20% 20% 55% 30% 25% ---PAGE BREAK--- CITY OF WOOD Appendix D – DBURN I SMIT – Future 2025 H CREEK DEVE 5 HCM Report LOPMENT TRA ts FFIC IMPACT ANALYSIS 35 ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 1: Harvard Dr & Evergreen Rd 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 1 Intersection Int Delay, s/veh 8.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 25 191 2 109 67 0 0 16 341 3 8 8 Future Vol, veh/h 25 191 2 109 67 0 0 16 341 3 8 8 Conflicting Peds, #/hr 0 0 0 0 0 0 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 - - - 75 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 27 208 2 118 73 0 0 17 371 3 9 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 73 0 0 210 0 0 581 573 209 767 574 73 Stage 1 - - - - - - 263 263 - 310 310 - Stage 2 - - - - - - 318 310 - 457 264 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1527 - - 1361 - - 425 430 831 319 429 989 Stage 1 - - - - - - 742 691 - 700 659 - Stage 2 - - - - - - 693 659 - 583 690 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1527 - - 1361 - - 381 385 831 157 384 989 Mov Cap-2 Maneuver - - - - - - 381 385 - 157 384 - Stage 1 - - - - - - 727 677 - 686 602 - Stage 2 - - - - - - 618 602 - 308 676 - Approach EB WB NB SB HCM Control Delay, s 0.8 4.9 13.9 14.6 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 790 1527 - - 1361 - - 396 HCM Lane V/C Ratio 0.491 0.018 - - 0.087 - - 0.052 HCM Control Delay 13.9 7.4 - - 7.9 - - 14.6 HCM Lane LOS B A - - A - - B HCM 95th %tile Q(veh) 2.7 0.1 - - 0.3 - - 0.2 ---PAGE BREAK--- HCM 2010 AWSC Smith Creek Development TIA 2: Evergreen Rd & Hayes St 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 1 Intersection Intersection Delay, s/veh 42.2 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 95 30 1 104 40 175 0 365 161 54 113 39 Future Vol, veh/h 95 30 1 104 40 175 0 365 161 54 113 39 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 2 2 2 2 2 2 2 2 2 Mvmt Flow 103 33 1 113 43 190 0 397 175 59 123 42 Number of Lanes 0 1 0 0 1 0 1 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 1 1 1 HCM Control Delay 13.9 20.5 72.8 15.2 HCM LOS B C F C Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 Vol Left, % 0% 0% 75% 33% 26% Vol Thru, % 100% 69% 24% 13% 55% Vol Right, % 0% 31% 1% 55% 19% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 0 526 126 319 206 LT Vol 0 0 95 104 54 Through Vol 0 365 30 40 113 RT Vol 0 161 1 175 39 Lane Flow Rate 0 572 137 347 224 Geometry Grp 7 7 2 2 5 Degree of Util 0 1.035 0.286 0.628 0.425 Departure Headway (Hd) 6.739 6.52 7.832 6.762 7.095 Convergence, Y/N Yes Yes Yes Yes Yes Cap 0 560 462 537 511 Service Time 4.439 4.22 5.832 4.762 5.095 HCM Lane V/C Ratio 0 1.021 0.297 0.646 0.438 HCM Control Delay 9.4 72.8 13.9 20.5 15.2 HCM Lane LOS N F B C C HCM 95th-tile Q 0 15.9 1.2 4.3 2.1 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 3: Evergreen Rd & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 82 764 140 137 765 17 651 16 171 12 9 29 Future Volume (vph) 82 764 140 137 765 17 651 16 171 12 9 29 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 0.95 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.95 1.00 0.95 0.99 1.00 Satd. Flow (prot) 1630 3260 1458 1630 3249 1548 1556 1458 1548 1616 1458 Flt Permitted 0.26 1.00 1.00 0.22 1.00 0.95 0.95 1.00 0.95 0.99 1.00 Satd. Flow (perm) 438 3260 1458 370 3249 1548 1556 1458 1548 1616 1458 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 88 822 151 147 823 18 700 17 184 13 10 31 RTOR Reduction (vph) 0 0 141 0 2 0 0 0 139 0 0 29 Lane Group Flow (vph) 88 822 10 147 839 0 357 360 45 11 12 2 Turn Type pm+pt NA custom pm+pt NA Split NA Perm Split NA Perm Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 4 6 8 4 Actuated Green, G 48.4 42.4 6.8 54.6 45.5 24.2 24.2 24.2 6.8 6.8 6.8 Effective Green, g 48.4 42.4 6.8 54.6 45.5 24.2 24.2 24.2 6.8 6.8 6.8 Actuated g/C Ratio 0.48 0.42 0.07 0.55 0.46 0.24 0.24 0.24 0.07 0.07 0.07 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 2.5 2.5 6.2 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 283 1382 99 316 1478 374 376 352 105 109 99 v/s Ratio Prot 0.02 0.25 c0.04 c0.26 0.23 c0.23 0.01 c0.01 v/s Ratio Perm 0.13 0.01 0.21 0.03 0.00 v/c Ratio 0.31 0.59 0.10 0.47 0.57 0.95 0.96 0.13 0.10 0.11 0.02 Uniform Delay, d1 14.7 22.2 43.7 13.2 20.0 37.4 37.4 29.6 43.7 43.8 43.5 Progression Factor 1.00 1.00 1.00 1.13 0.14 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 1.9 0.3 0.6 1.2 34.6 35.0 0.1 0.3 0.3 0.1 Delay 15.1 24.1 44.1 15.5 4.0 71.9 72.4 29.8 44.1 44.1 43.6 Level of Service B C D B A E E C D D D Approach Delay 26.2 5.7 63.5 43.8 Approach LOS C A E D Intersection Summary HCM 2000 Control Delay 31.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length 100.0 Sum of lost time 17.5 Intersection Capacity Utilization 68.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 4: I-5 NB Ramps & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 511 165 0 826 595 135 0 547 0 0 0 Future Volume (vph) 0 511 165 0 826 595 135 0 547 0 0 0 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.0 4.5 4.0 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.95 0.91 0.95 Frt 1.00 0.85 1.00 0.85 1.00 0.86 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3260 1458 3260 1458 1548 1335 1385 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3260 1458 3260 1458 1548 1335 1385 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 0 544 176 0 879 633 144 0 582 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 114 114 0 0 0 Lane Group Flow (vph) 0 544 176 0 879 633 130 185 183 0 0 0 Turn Type NA Free NA Free Perm NA Perm Protected Phases 2 6 8 Permitted Phases Free Free 8 8 Actuated Green, G 23.2 57.8 23.2 57.8 25.6 25.6 25.6 Effective Green, g 23.2 57.8 23.2 57.8 25.6 25.6 25.6 Actuated g/C Ratio 0.40 1.00 0.40 1.00 0.44 0.44 0.44 Clearance Time 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 4.0 5.0 2.5 2.5 2.5 Lane Grp Cap (vph) 1308 1458 1308 1458 685 591 613 v/s Ratio Prot 0.17 c0.27 v/s Ratio Perm 0.12 c0.43 0.08 0.14 0.13 v/c Ratio 0.42 0.12 0.67 0.43 0.19 0.31 0.30 Uniform Delay, d1 12.4 0.0 14.2 0.0 9.8 10.4 10.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.2 1.8 0.9 0.6 1.4 1.2 Delay 12.7 0.2 16.0 0.9 10.4 11.8 11.6 Level of Service B A B A B B B Approach Delay 9.7 9.7 11.5 0.0 Approach LOS A A B A Intersection Summary HCM 2000 Control Delay 10.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length 57.8 Sum of lost time 9.0 Intersection Capacity Utilization 47.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 5: I-5 SB Ramps & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 435 281 0 409 553 0 0 0 257 0 145 Future Volume (vph) 0 435 281 0 409 553 0 0 0 257 0 145 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.0 4.5 4.0 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3260 1458 3260 1458 3162 1458 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3260 1458 3260 1458 3162 1458 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 473 305 0 445 601 0 0 0 279 0 158 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 129 Lane Group Flow (vph) 0 473 305 0 445 601 0 0 0 279 0 29 Turn Type NA Free NA Free Prot Perm Protected Phases 2 6 4 Permitted Phases Free Free 4 Actuated Green, G 14.6 51.3 13.7 51.3 9.5 9.5 Effective Green, g 14.6 51.3 13.7 51.3 9.5 9.5 Actuated g/C Ratio 0.28 1.00 0.27 1.00 0.19 0.19 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 4.0 2.5 2.5 Lane Grp Cap (vph) 927 1458 870 1458 585 270 v/s Ratio Prot 0.15 0.14 0.09 v/s Ratio Perm 0.21 c0.41 0.02 v/c Ratio 0.51 0.21 0.51 0.41 0.48 0.11 Uniform Delay, d1 15.4 0.0 16.0 0.0 18.7 17.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.3 0.7 0.9 0.4 0.1 Delay 16.6 0.3 16.6 0.9 19.1 17.5 Level of Service B A B A B B Approach Delay 10.2 7.6 0.0 18.5 Approach LOS B A A B Intersection Summary HCM 2000 Control Delay 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length 51.3 Sum of lost time 13.5 Intersection Capacity Utilization 29.5% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 6: Settlemier Ave & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 163 516 189 115 414 137 281 272 120 158 271 181 Future Volume (vph) 163 516 189 115 414 137 281 272 120 158 271 181 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 5.0 4.5 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1630 1716 1458 1630 1716 1458 1630 1716 1458 1630 1716 1458 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1630 1716 1458 1630 1716 1458 1630 1716 1458 1630 1716 1458 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 177 561 205 125 450 149 305 296 130 172 295 197 RTOR Reduction (vph) 0 0 115 0 0 83 0 0 85 0 0 143 Lane Group Flow (vph) 177 561 90 125 450 66 305 296 45 172 295 54 Turn Type Prot NA pm+ov Prot NA custom Prot NA custom Prot NA custom Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 2 6 Actuated Green, G 9.7 30.1 44.0 7.0 27.4 31.3 13.9 31.3 30.1 12.6 30.0 27.4 Effective Green, g 9.7 30.1 44.0 7.0 27.4 31.3 13.9 31.3 30.1 12.6 30.0 27.4 Actuated g/C Ratio 0.10 0.30 0.44 0.07 0.27 0.31 0.14 0.31 0.30 0.13 0.30 0.27 Clearance Time 4.5 5.0 4.5 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension 2.5 4.8 2.5 2.5 4.8 2.5 2.5 2.5 4.8 2.5 2.5 4.8 Lane Grp Cap (vph) 158 516 641 114 470 456 226 537 438 205 514 399 v/s Ratio Prot c0.11 c0.33 0.02 0.08 0.26 c0.19 c0.17 0.11 0.17 v/s Ratio Perm 0.04 0.05 0.03 0.04 v/c Ratio 1.12 1.09 0.14 1.10 0.96 0.14 1.35 0.55 0.10 0.84 0.57 0.14 Uniform Delay, d1 45.1 35.0 16.7 46.5 35.7 24.7 43.0 28.5 25.2 42.7 29.6 27.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 107.5 65.4 0.1 112.6 31.1 0.1 183.6 1.0 0.2 24.4 4.6 0.3 Delay 152.7 100.3 16.8 159.1 66.8 24.8 226.7 29.5 25.4 67.1 34.2 27.7 Level of Service F F B F E C F C C E C C Approach Delay 92.0 74.1 111.0 40.8 Approach LOS F E F D Intersection Summary HCM 2000 Control Delay 81.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.97 Actuated Cycle Length 100.0 Sum of lost time 19.0 Intersection Capacity Utilization 84.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 7: Settlemier Ave & Hayes St 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 2 Intersection Int Delay, s/veh 18.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 46 17 156 4 25 17 134 516 14 10 375 58 Future Vol, veh/h 46 17 156 4 25 17 134 516 14 10 375 58 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 50 18 170 4 27 18 146 561 15 11 408 63 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1344 1328 439 1415 1352 568 471 0 0 576 0 0 Stage 1 461 461 - 860 860 - - - - - - - Stage 2 883 867 - 555 492 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 129 155 618 115 [PHONE REDACTED] - - 997 - - Stage 1 581 565 - 351 373 - - - - - - - Stage 2 340 370 - 516 548 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 87 123 618 62 [PHONE REDACTED] - - 997 - - Mov Cap-2 Maneuver 87 123 - 62 119 - - - - - - - Stage 1 467 557 - 282 300 - - - - - - - Stage 2 240 297 - 357 540 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 102.7 40.6 1.8 0.2 HCM LOS F E Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1091 - - 238 150 997 - - HCM Lane V/C Ratio 0.134 - - 1 0.333 0.011 - - HCM Control Delay 8.8 0 - 102.7 40.6 8.7 0 - HCM Lane LOS A A - F E A A - HCM 95th %tile Q(veh) 0.5 - - 9.5 1.4 0 - - ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 8: Settlemier Ave & Ben Brown Ln 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 3 Intersection Int Delay, s/veh 1.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 76 2 1 311 334 29 Future Vol, veh/h 76 2 1 311 334 29 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 83 2 1 338 363 32 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 719 379 395 0 - 0 Stage 1 379 - - - - - Stage 2 340 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 692 - - - - - Stage 2 721 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 395 - - - - - Stage 1 692 - - - - - Stage 2 720 - - - - - Approach EB NB SB HCM Control Delay, s 16.4 0 0 HCM LOS C Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1164 - 399 - - HCM Lane V/C Ratio 0.001 - 0.212 - - HCM Control Delay 8.1 0 16.4 - - HCM Lane LOS A A C - - HCM 95th %tile Q(veh) 0 - 0.8 - - ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 9: Kirksey Drive & Parr Rd 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 4 Intersection Int Delay, s/veh 4.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 13 0 0 0 7 0 0 0 13 0 11 Future Vol, veh/h 0 13 0 0 0 7 0 0 0 13 0 11 Conflicting Peds, #/hr 0 0 0 0 0 0 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 Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 14 0 0 0 8 0 0 0 14 0 12 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 8 0 - - - 0 24 22 14 18 18 4 Stage 1 - - - - - - 14 14 - 4 4 - Stage 2 - - - - - - 10 8 - 14 14 - Critical Hdwy 4.12 - - - - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - - - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1612 - 0 0 - - [PHONE REDACTED] [PHONE REDACTED] Stage 1 - - 0 0 - - 1006 884 - 1018 892 - Stage 2 - - 0 0 - - 1011 889 - 1006 884 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1612 - - - - - [PHONE REDACTED] [PHONE REDACTED] Mov Cap-2 Maneuver - - - - - - 903 802 - 915 804 - Stage 1 - - - - - - 1006 884 - 1018 892 - Stage 2 - - - - - - 1000 889 - 1006 884 - Approach EB WB NB SB HCM Control Delay, s 0 0 0 8.8 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR SBLn1 Capacity (veh/h) - 1612 - - - 984 HCM Lane V/C Ratio - - - - - 0.027 HCM Control Delay 0 0 - - - 8.8 HCM Lane LOS A A - - - A HCM 95th %tile Q(veh) - 0 - - - 0.1 ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 10: Parr Rd & Stubb Rd 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 5 Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 1 127 92 7 18 4 Future Vol, veh/h 1 127 92 7 18 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 1 138 100 8 20 4 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 108 0 - 0 244 104 Stage 1 - - - - 104 - Stage 2 - - - - 140 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1483 - - - 744 951 Stage 1 - - - - 920 - Stage 2 - - - - 887 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1483 - - - 743 951 Mov Cap-2 Maneuver - - - - 750 - Stage 1 - - - - 920 - Stage 2 - - - - 886 - Approach EB WB SB HCM Control Delay, s 0.1 0 9.8 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1483 - - - 780 HCM Lane V/C Ratio 0.001 - - - 0.031 HCM Control Delay 7.4 0 - - 9.8 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM 2010 AWSC Smith Creek Development TIA 11: Cascade Dr & Hayes St 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 2 Intersection Intersection Delay, s/veh 9.8 Intersection LOS A Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 35 211 0 1 252 15 3 4 0 40 5 52 Future Vol, veh/h 35 211 0 1 252 15 3 4 0 40 5 52 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 2 2 2 2 2 2 2 2 2 Mvmt Flow 38 229 0 1 274 16 3 4 0 43 5 57 Number of Lanes 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 Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 9.9 10.1 8.6 8.8 HCM LOS A B A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 43% 14% 0% 41% Vol Thru, % 57% 86% 94% 5% Vol Right, % 0% 0% 6% 54% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 7 246 268 97 LT Vol 3 35 1 40 Through Vol 4 211 252 5 RT Vol 0 0 15 52 Lane Flow Rate 8 267 291 105 Geometry Grp 1 1 1 1 Degree of Util 0.011 0.339 0.363 0.145 Departure Headway (Hd) 5.434 4.563 4.481 4.95 Convergence, Y/N Yes Yes Yes Yes Cap 655 789 801 722 Service Time 3.495 2.595 2.512 2.997 HCM Lane V/C Ratio 0.012 0.338 0.363 0.145 HCM Control Delay 8.6 9.9 10.1 8.8 HCM Lane LOS A A B A HCM 95th-tile Q 0 1.5 1.7 0.5 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 12: Oregon Way & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 22 875 11 9 817 17 33 10 6 12 2 55 Future Volume (vph) 22 875 11 9 817 17 33 10 6 12 2 55 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 1.00 1.00 0.94 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1630 3254 1630 3250 1630 1616 1630 1467 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1630 3254 1630 3250 1630 1616 1630 1467 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 24 951 12 10 888 18 36 11 7 13 2 60 RTOR Reduction (vph) 0 1 0 0 1 0 0 6 0 0 50 0 Lane Group Flow (vph) 24 962 0 10 905 0 36 12 0 13 12 0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Actuated Green, G 11.0 38.5 11.0 38.5 18.0 16.0 18.0 16.0 Effective Green, g 11.0 38.5 11.0 38.5 18.0 16.0 18.0 16.0 Actuated g/C Ratio 0.11 0.38 0.11 0.38 0.18 0.16 0.18 0.16 Clearance Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Vehicle Extension 2.5 6.2 2.5 6.2 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 179 1252 179 1251 293 258 293 234 v/s Ratio Prot c0.01 c0.30 0.01 0.28 c0.02 0.01 0.01 c0.01 v/s Ratio Perm v/c Ratio 0.13 0.77 0.06 0.72 0.12 0.05 0.04 0.05 Uniform Delay, d1 40.2 26.9 39.8 26.2 34.4 35.5 33.9 35.6 Progression Factor 1.01 1.16 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 3.9 0.6 3.7 0.9 0.3 0.3 0.4 Delay 41.9 35.0 40.4 29.9 35.2 35.9 34.2 36.0 Level of Service D C D C D D C D Approach Delay 35.1 30.0 35.5 35.7 Approach LOS D C D D Intersection Summary HCM 2000 Control Delay 32.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length 100.0 Sum of lost time 16.5 Intersection Capacity Utilization 42.4% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 2010 AWSC Smith Creek Development TIA 13: Hayes St & Oregon Way 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 3 Intersection Intersection Delay, s/veh 9.7 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 9 215 284 42 17 17 Future Vol, veh/h 9 215 284 42 17 17 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 10 234 309 46 18 18 Number of Lanes 0 1 1 0 1 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 9.2 10.2 8.3 HCM LOS A B A Lane EBLn1 WBLn1 SBLn1 Vol Left, % 4% 0% 50% Vol Thru, % 96% 87% 0% Vol Right, % 0% 13% 50% Sign Control Stop Stop Stop Traffic Vol by Lane 224 326 34 LT Vol 9 0 17 Through Vol 215 284 0 RT Vol 0 42 17 Lane Flow Rate 243 354 37 Geometry Grp 1 1 1 Degree of Util 0.296 0.414 0.051 Departure Headway (Hd) 4.381 4.21 5.006 Convergence, Y/N Yes Yes Yes Cap 823 861 715 Service Time 2.396 2.21 3.035 HCM Lane V/C Ratio 0.295 0.411 0.052 HCM Control Delay 9.2 10.2 8.3 HCM Lane LOS A B A HCM 95th-tile Q 1.2 2.1 0.2 ---PAGE BREAK--- HCM 2010 AWSC Smith Creek Development TIA 15: Settlemier Ave & Parr Rd 03/08/2018 Year 2025 (Scenario 3) with Project AM.syn 9 Report RSI Page 4 Intersection Intersection Delay, s/veh 21.9 Intersection LOS C Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 272 174 127 20 173 3 156 75 258 2 90 210 Future Vol, veh/h 272 174 127 20 173 3 156 75 258 2 90 210 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 2 2 2 2 2 2 2 2 2 Mvmt Flow 296 189 138 22 188 3 170 82 280 2 98 228 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 26.8 18.2 21 16.7 HCM LOS D C C C Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 68% 0% 100% 0% 100% 0% 2% 0% Vol Thru, % 32% 0% 0% 58% 0% 98% 98% 0% Vol Right, % 0% 100% 0% 42% 0% 2% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 231 258 272 301 20 176 92 210 LT Vol 156 0 272 0 20 0 2 0 Through Vol 75 0 0 174 0 173 90 0 RT Vol 0 258 0 127 0 3 0 210 Lane Flow Rate 251 280 296 327 22 191 100 228 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.588 0.573 0.691 0.69 0.056 0.462 0.236 0.493 Departure Headway (Hd) 8.432 7.361 8.411 7.592 9.233 8.701 8.506 7.77 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 427 488 429 474 387 413 421 461 Service Time 6.207 5.135 6.187 5.366 7.023 6.49 6.288 5.55 HCM Lane V/C Ratio 0.588 0.574 0.69 0.69 0.057 0.462 0.238 0.495 HCM Control Delay 22.6 19.6 28.1 25.7 12.6 18.8 13.9 17.9 HCM Lane LOS C C D D B C B C HCM 95th-tile Q 3.7 3.5 5.1 5.2 0.2 2.4 0.9 2.7 ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 1: Harvard Dr & Evergreen Rd 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 1 Intersection Int Delay, s/veh 8.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 140 6 341 148 3 2 5 205 4 40 59 Future Vol, veh/h 12 140 6 341 148 3 2 5 205 4 40 59 Conflicting Peds, #/hr 0 0 0 0 0 0 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 - - - 75 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 13 152 7 371 161 3 2 5 223 4 43 64 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 164 0 0 159 0 0 1140 1087 155 1200 1089 163 Stage 1 - - - - - - 182 182 - 904 904 - Stage 2 - - - - - - 958 905 - 296 185 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1414 - - 1420 - - 178 216 891 162 215 882 Stage 1 - - - - - - 820 749 - 331 356 - Stage 2 - - - - - - 309 355 - 712 747 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1414 - - 1420 - - 104 158 891 94 157 882 Mov Cap-2 Maneuver - - - - - - 104 158 - 94 157 - Stage 1 - - - - - - 812 742 - 328 263 - Stage 2 - - - - - - 177 262 - 525 740 - Approach EB WB NB SB HCM Control Delay, s 0.6 5.8 11.8 25.8 HCM LOS B D Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 755 1414 - - 1420 - - 283 HCM Lane V/C Ratio 0.305 0.009 - - 0.261 - - 0.396 HCM Control Delay 11.8 7.6 - - 8.4 - - 25.8 HCM Lane LOS B A - - A - - D HCM 95th %tile Q(veh) 1.3 0 - - 1.1 - - 1.8 ---PAGE BREAK--- HCM 2010 AWSC Smith Creek Development TIA 2: Evergreen Rd & Hayes St 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 1 Intersection Intersection Delay, s/veh 88.6 Intersection LOS F Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 65 69 0 145 106 143 4 248 102 139 320 95 Future Vol, veh/h 65 69 0 145 106 143 4 248 102 139 320 95 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 2 2 2 2 2 2 2 2 2 Mvmt Flow 71 75 0 158 115 155 4 270 111 151 348 103 Number of Lanes 0 1 0 0 1 0 1 1 0 0 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 1 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 1 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 1 1 1 HCM Control Delay 18.4 48.8 40.9 164.3 HCM LOS C E E F Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 Vol Left, % 100% 0% 49% 37% 25% Vol Thru, % 0% 71% 51% 27% 58% Vol Right, % 0% 29% 0% 36% 17% Sign Control Stop Stop Stop Stop Stop Traffic Vol by Lane 4 350 134 394 554 LT Vol 4 0 65 145 139 Through Vol 0 248 69 106 320 RT Vol 0 102 0 143 95 Lane Flow Rate 4 380 146 428 602 Geometry Grp 7 7 2 2 5 Degree of Util 0.01 0.831 0.362 0.89 1.278 Departure Headway (Hd) 9.234 8.502 9.918 8.194 7.64 Convergence, Y/N Yes Yes Yes Yes Yes Cap 390 430 366 445 482 Service Time 6.934 6.202 7.918 6.194 5.64 HCM Lane V/C Ratio 0.01 0.884 0.399 0.962 1.249 HCM Control Delay 12 41.2 18.4 48.8 164.3 HCM Lane LOS B E C E F HCM 95th-tile Q 0 7.9 1.6 9.5 25.3 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 3: Evergreen Rd & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 114 900 382 225 796 14 496 27 179 31 28 78 Future Volume (vph) 114 900 382 225 796 14 496 27 179 31 28 78 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 0.95 0.95 1.00 0.95 0.95 1.00 Frt 1.00 1.00 0.85 1.00 1.00 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 0.96 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1630 3260 1458 1630 3251 1548 1560 1458 1548 1622 1458 Flt Permitted 0.24 1.00 1.00 0.15 1.00 0.95 0.96 1.00 0.95 1.00 1.00 Satd. Flow (perm) 414 3260 1458 249 3251 1548 1560 1458 1548 1622 1458 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 120 947 402 237 838 15 522 28 188 33 29 82 RTOR Reduction (vph) 0 0 342 0 1 0 0 0 148 0 0 74 Lane Group Flow (vph) 120 947 60 237 852 0 277 273 40 30 32 8 Turn Type pm+pt NA custom pm+pt NA Split NA Perm Split NA Perm Protected Phases 5 2 1 6 8 8 4 4 Permitted Phases 2 4 6 8 4 Actuated Green, G 47.9 39.4 9.6 55.3 43.1 21.3 21.3 21.3 9.6 9.6 9.6 Effective Green, g 47.9 39.4 9.6 55.3 43.1 21.3 21.3 21.3 9.6 9.6 9.6 Actuated g/C Ratio 0.48 0.39 0.10 0.55 0.43 0.21 0.21 0.21 0.10 0.10 0.10 Clearance Time 4.0 4.5 4.5 4.0 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 2.5 6.2 2.5 2.5 6.2 2.5 2.5 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 301 1284 [PHONE REDACTED] 329 332 310 148 155 139 v/s Ratio Prot 0.03 0.29 c0.09 0.26 c0.18 0.18 0.02 0.02 v/s Ratio Perm 0.16 c0.04 c0.33 0.03 0.01 v/c Ratio 0.40 0.74 0.43 0.77 0.61 0.84 0.82 0.13 0.20 0.21 0.06 Uniform Delay, d1 15.4 25.9 42.6 16.3 21.9 37.7 37.5 31.8 41.7 41.7 41.1 Progression Factor 0.75 0.83 2.44 2.38 1.62 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 3.0 1.2 7.6 1.3 17.2 14.7 0.1 0.5 0.5 0.1 Delay 12.1 24.5 105.2 46.5 36.8 54.9 52.3 32.0 42.2 42.2 41.2 Level of Service B C F D D D D C D D D Approach Delay 45.5 38.9 48.1 41.6 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 43.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length 100.0 Sum of lost time 17.5 Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 4: I-5 NB Ramps & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 1085 181 0 1032 382 213 0 601 0 0 0 Future Volume (vph) 0 1085 181 0 1032 382 213 0 601 0 0 0 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.0 4.5 4.0 4.5 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.95 0.91 0.95 Frt 1.00 0.85 1.00 0.85 1.00 0.86 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 3260 1458 3260 1458 1548 1339 1385 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 3260 1458 3260 1458 1548 1339 1385 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 0 1167 195 0 1110 411 229 0 646 0 0 0 RTOR Reduction (vph) 0 0 0 0 0 0 0 26 26 0 0 0 Lane Group Flow (vph) 0 1167 195 0 1110 411 206 307 310 0 0 0 Turn Type NA Free NA Free Perm NA Perm Protected Phases 2 6 8 Permitted Phases Free Free 8 8 Actuated Green, G 43.9 100.0 43.9 100.0 47.1 47.1 47.1 Effective Green, g 43.9 100.0 43.9 100.0 47.1 47.1 47.1 Actuated g/C Ratio 0.44 1.00 0.44 1.00 0.47 0.47 0.47 Clearance Time 4.5 4.5 4.5 4.5 4.5 Vehicle Extension 4.0 5.0 2.5 2.5 2.5 Lane Grp Cap (vph) 1431 1458 1431 1458 729 630 652 v/s Ratio Prot c0.36 0.34 v/s Ratio Perm 0.13 0.28 0.13 0.23 0.22 v/c Ratio 0.82 0.13 0.78 0.28 0.28 0.49 0.48 Uniform Delay, d1 24.5 0.0 23.9 0.0 16.1 18.2 18.0 Progression Factor 1.00 1.00 0.89 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.2 0.2 2.5 0.4 1.0 2.7 2.5 Delay 29.7 0.2 23.6 0.4 17.1 20.8 20.5 Level of Service C A C A B C C Approach Delay 25.5 17.3 19.8 0.0 Approach LOS C B B A Intersection Summary HCM 2000 Control Delay 20.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length 100.0 Sum of lost time 9.0 Intersection Capacity Utilization 67.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 5: I-5 SB Ramps & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 589 389 0 647 587 0 0 0 728 0 261 Future Volume (vph) 0 589 389 0 647 587 0 0 0 728 0 261 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 4.0 4.5 4.0 4.5 4.5 Lane Util. Factor 0.95 1.00 0.95 1.00 0.97 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.85 Flt Protected 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3260 1458 3260 1458 3162 1458 Flt Permitted 1.00 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3260 1458 3260 1458 3162 1458 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 640 423 0 703 638 0 0 0 791 0 284 RTOR Reduction (vph) 0 0 0 0 0 0 0 0 0 0 0 199 Lane Group Flow (vph) 0 640 423 0 703 638 0 0 0 791 0 85 Turn Type NA Free NA Free Prot Perm Protected Phases 2 6 4 Permitted Phases Free Free 4 Actuated Green, G 15.6 66.8 17.6 66.8 20.1 20.1 Effective Green, g 15.6 66.8 17.6 66.8 20.1 20.1 Actuated g/C Ratio 0.23 1.00 0.26 1.00 0.30 0.30 Clearance Time 4.5 4.5 4.5 4.5 Vehicle Extension 6.0 4.0 2.5 2.5 Lane Grp Cap (vph) 761 1458 858 1458 951 438 v/s Ratio Prot c0.20 c0.22 c0.25 v/s Ratio Perm 0.29 0.44 0.06 v/c Ratio 0.84 0.29 0.82 0.44 0.83 0.20 Uniform Delay, d1 24.4 0.0 23.1 0.0 21.8 17.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.6 0.5 6.5 1.0 6.2 0.2 Delay 34.0 0.5 29.6 1.0 28.0 17.5 Level of Service C A C A C B Approach Delay 20.7 16.0 0.0 25.2 Approach LOS C B A C Intersection Summary HCM 2000 Control Delay 20.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length 66.8 Sum of lost time 13.5 Intersection Capacity Utilization 49.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 6: Settlemier Ave & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 89 566 411 145 644 91 313 144 103 106 217 127 Future Volume (vph) 89 566 411 145 644 91 313 144 103 106 217 127 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 5.0 4.5 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1630 1716 1458 1630 1716 1458 1630 1716 1458 1630 1716 1458 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1630 1716 1458 1630 1716 1458 1630 1716 1458 1630 1716 1458 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 95 602 437 154 685 97 333 153 110 113 231 135 RTOR Reduction (vph) 0 0 188 0 0 65 0 0 76 0 0 94 Lane Group Flow (vph) 95 602 249 154 685 32 333 153 34 113 231 41 Turn Type Prot NA pm+ov Prot NA custom Prot NA custom Prot NA custom Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 2 6 Actuated Green, G 7.6 31.0 44.9 7.0 30.4 33.0 13.9 33.0 31.0 10.9 30.0 30.4 Effective Green, g 7.6 31.0 44.9 7.0 30.4 33.0 13.9 33.0 31.0 10.9 30.0 30.4 Actuated g/C Ratio 0.08 0.31 0.44 0.07 0.30 0.33 0.14 0.33 0.31 0.11 0.30 0.30 Clearance Time 4.5 5.0 4.5 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension 2.5 4.8 2.5 2.5 4.8 2.5 2.5 2.5 4.8 2.5 2.5 4.8 Lane Grp Cap (vph) 122 527 648 113 517 476 224 561 447 176 510 439 v/s Ratio Prot 0.06 0.35 0.05 c0.09 c0.40 c0.20 c0.09 0.07 c0.13 v/s Ratio Perm 0.12 0.02 0.02 0.03 v/c Ratio 0.78 1.14 0.38 1.36 1.32 0.07 1.49 0.27 0.08 0.64 0.45 0.09 Uniform Delay, d1 45.8 35.0 18.8 47.0 35.2 23.4 43.5 25.1 24.8 43.1 28.8 25.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 25.3 84.8 0.3 209.8 159.3 0.0 241.3 0.2 0.1 6.9 2.9 0.2 Delay 71.2 119.7 19.0 256.8 194.5 23.4 284.8 25.3 24.9 50.0 31.7 25.5 Level of Service E F B F F C F C C D C C Approach Delay 76.8 187.0 170.2 34.3 Approach LOS E F F C Intersection Summary HCM 2000 Control Delay 120.8 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.01 Actuated Cycle Length 100.9 Sum of lost time 19.0 Intersection Capacity Utilization 89.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 7: Settlemier Ave & Hayes St 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 2 Intersection Int Delay, s/veh 34.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 45 21 150 12 36 22 149 315 7 32 506 88 Future Vol, veh/h 45 21 150 12 36 22 149 315 7 32 506 88 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 49 23 163 13 39 24 162 342 8 35 550 96 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1369 1341 598 1430 1385 346 646 0 0 350 0 0 Stage 1 667 667 - 670 670 - - - - - - - Stage 2 702 674 - 760 715 - - - - - - - Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 124 152 502 112 143 697 939 - - 1209 - - Stage 1 448 457 - 446 455 - - - - - - - Stage 2 429 454 - 398 434 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 70 114 502 52 107 697 939 - - 1209 - - Mov Cap-2 Maneuver 70 114 - 52 107 - - - - - - - Stage 1 352 436 - 351 358 - - - - - - - Stage 2 290 357 - 243 414 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 187.2 80.4 3 0.4 HCM LOS F F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 939 - - [PHONE REDACTED] - - HCM Lane V/C Ratio 0.172 - - 1.223 0.65 0.029 - - HCM Control Delay 9.6 0 - 187.2 80.4 8.1 0 - HCM Lane LOS A A - F F A A - HCM 95th %tile Q(veh) 0.6 - - 12.4 3.4 0.1 - - ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 8: Settlemier Ave & Ben Brown Ln 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 3 Intersection Int Delay, s/veh 1.1 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 43 2 6 211 273 75 Future Vol, veh/h 43 2 6 211 273 75 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 86 86 86 86 86 86 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 50 2 7 245 317 87 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 620 361 405 0 - 0 Stage 1 361 - - - - - Stage 2 259 - - - - - Critical Hdwy 6.42 6.22 4.12 - - - Critical Hdwy Stg 1 5.42 - - - - - Critical Hdwy Stg 2 5.42 - - - - - Follow-up Hdwy 3.518 3.318 2.218 - - - Pot Cap-1 Maneuver [PHONE REDACTED] - - - Stage 1 705 - - - - - Stage 2 784 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver [PHONE REDACTED] - - - Mov Cap-2 Maneuver 449 - - - - - Stage 1 705 - - - - - Stage 2 779 - - - - - Approach EB NB SB HCM Control Delay, s 13.9 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR Capacity (veh/h) 1154 - 456 - - HCM Lane V/C Ratio 0.006 - 0.115 - - HCM Control Delay 8.1 0 13.9 - - HCM Lane LOS A A B - - HCM 95th %tile Q(veh) 0 - 0.4 - - ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 9: Kirksey Drive & Parr Rd 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 4 Intersection Int Delay, s/veh 2.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 8 0 0 0 26 0 0 0 8 7 0 Future Vol, veh/h 0 8 0 0 0 26 0 0 0 8 7 0 Conflicting Peds, #/hr 0 0 0 0 0 0 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 Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 0 9 0 0 0 28 0 0 0 9 8 0 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 28 0 - - - 0 27 37 9 23 23 14 Stage 1 - - - - - - 9 9 - 14 14 - Stage 2 - - - - - - 18 28 - 9 9 - Critical Hdwy 4.12 - - - - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - - - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1585 - 0 0 - - [PHONE REDACTED] [PHONE REDACTED] Stage 1 - - 0 0 - - 1012 888 - 1006 884 - Stage 2 - - 0 0 - - 1001 872 - 1012 888 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1585 - - - - - [PHONE REDACTED] [PHONE REDACTED] Mov Cap-2 Maneuver - - - - - - 901 791 - 912 801 - Stage 1 - - - - - - 1012 888 - 1006 884 - Stage 2 - - - - - - 992 872 - 1012 888 - Approach EB WB NB SB HCM Control Delay, s 0 0 0 9.3 HCM LOS A A Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR SBLn1 Capacity (veh/h) - 1585 - - - 857 HCM Lane V/C Ratio - - - - - 0.019 HCM Control Delay 0 0 - - - 9.3 HCM Lane LOS A A - - - A HCM 95th %tile Q(veh) - 0 - - - 0.1 ---PAGE BREAK--- HCM 2010 TWSC Smith Creek Development TIA 10: Parr Rd & Stubb Rd 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 5 Intersection Int Delay, s/veh 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 6 83 66 17 13 3 Future Vol, veh/h 6 83 66 17 13 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 7 90 72 18 14 3 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 90 0 - 0 184 81 Stage 1 - - - - 81 - Stage 2 - - - - 103 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1505 - - - 805 979 Stage 1 - - - - 942 - Stage 2 - - - - 921 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1505 - - - 801 979 Mov Cap-2 Maneuver - - - - 789 - Stage 1 - - - - 942 - Stage 2 - - - - 916 - Approach EB WB SB HCM Control Delay, s 0.5 0 9.5 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1505 - - - 819 HCM Lane V/C Ratio 0.004 - - - 0.021 HCM Control Delay 7.4 0 - - 9.5 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0.1 ---PAGE BREAK--- HCM 2010 AWSC Smith Creek Development TIA 11: Cascade Dr & Hayes St 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 2 Intersection Intersection Delay, s/veh 10.9 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 292 3 3 257 4 1 4 1 33 5 99 Future Vol, veh/h 38 292 3 3 257 4 1 4 1 33 5 99 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 2 2 2 2 2 2 2 2 2 Mvmt Flow 41 317 3 3 279 4 1 4 1 36 5 108 Number of Lanes 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 Left 1 1 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 1 1 1 1 HCM Control Delay 11.8 10.7 8.7 9.4 HCM LOS B B A A Lane NBLn1 EBLn1 WBLn1 SBLn1 Vol Left, % 17% 11% 1% 24% Vol Thru, % 67% 88% 97% 4% Vol Right, % 17% 1% 2% 72% Sign Control Stop Stop Stop Stop Traffic Vol by Lane 6 333 264 137 LT Vol 1 38 3 33 Through Vol 4 292 257 5 RT Vol 1 3 4 99 Lane Flow Rate 7 362 287 149 Geometry Grp 1 1 1 1 Degree of Util 0.01 0.47 0.377 0.208 Departure Headway (Hd) 5.69 4.672 4.73 5.021 Convergence, Y/N Yes Yes Yes Yes Cap 633 767 755 709 Service Time 3.69 2.728 2.79 3.095 HCM Lane V/C Ratio 0.011 0.472 0.38 0.21 HCM Control Delay 8.7 11.8 10.7 9.4 HCM Lane LOS A B B A HCM 95th-tile Q 0 2.5 1.8 0.8 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Smith Creek Development TIA 12: Oregon Way & Highway 214 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 113 1046 49 24 921 67 32 21 8 67 28 93 Future Volume (vph) 113 1046 49 24 921 67 32 21 8 67 28 93 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.99 1.00 0.96 1.00 0.88 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1630 3238 1630 3226 1630 1647 1630 1517 Flt Permitted 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1630 3238 1630 3226 1630 1647 1630 1517 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 119 1101 52 25 969 71 34 22 8 71 29 98 RTOR Reduction (vph) 0 4 0 0 5 0 0 7 0 0 82 0 Lane Group Flow (vph) 119 1149 0 25 1035 0 34 23 0 71 45 0 Turn Type Prot NA Prot NA Prot NA Prot NA Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases Actuated Green, G 11.0 40.3 11.0 40.3 16.2 16.0 16.2 16.0 Effective Green, g 11.0 40.3 11.0 40.3 16.2 16.0 16.2 16.0 Actuated g/C Ratio 0.11 0.40 0.11 0.40 0.16 0.16 0.16 0.16 Clearance Time 4.0 4.5 4.0 4.5 4.0 4.0 4.0 4.0 Vehicle Extension 2.5 6.2 2.5 6.2 2.5 2.5 2.5 2.5 Lane Grp Cap (vph) 179 1304 179 1300 264 263 264 242 v/s Ratio Prot c0.07 c0.36 0.02 0.32 0.02 0.01 c0.04 c0.03 v/s Ratio Perm v/c Ratio 0.66 0.88 0.14 0.80 0.13 0.09 0.27 0.18 Uniform Delay, d1 42.7 27.6 40.2 26.2 35.9 35.8 36.7 36.4 Progression Factor 1.47 0.42 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.4 7.2 1.6 5.1 1.0 0.7 2.5 1.7 Delay 77.4 18.9 41.8 31.3 36.9 36.5 39.2 38.0 Level of Service E B D C D D D D Approach Delay 24.3 31.6 36.7 38.5 Approach LOS C C D D Intersection Summary HCM 2000 Control Delay 28.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length 100.0 Sum of lost time 16.5 Intersection Capacity Utilization 61.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM 2010 AWSC Smith Creek Development TIA 13: Hayes St & Oregon Way 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 3 Intersection Intersection Delay, s/veh 11 Intersection LOS B Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 21 259 334 39 28 46 Future Vol, veh/h 21 259 334 39 28 46 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 23 282 363 42 30 50 Number of Lanes 0 1 1 0 1 0 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 10.5 11.7 8.9 HCM LOS B B A Lane EBLn1 WBLn1 SBLn1 Vol Left, % 7% 0% 38% Vol Thru, % 93% 90% 0% Vol Right, % 0% 10% 62% Sign Control Stop Stop Stop Traffic Vol by Lane 280 373 74 LT Vol 21 0 28 Through Vol 259 334 0 RT Vol 0 39 46 Lane Flow Rate 304 405 80 Geometry Grp 1 1 1 Degree of Util 0.387 0.497 0.116 Departure Headway (Hd) 4.58 4.409 5.172 Convergence, Y/N Yes Yes Yes Cap 785 815 690 Service Time 2.616 2.441 3.228 HCM Lane V/C Ratio 0.387 0.497 0.116 HCM Control Delay 10.5 11.7 8.9 HCM Lane LOS B B A HCM 95th-tile Q 1.8 2.8 0.4 ---PAGE BREAK--- HCM 2010 AWSC Smith Creek Development TIA 15: Settlemier Ave & Parr Rd 03/08/2018 Year 2025 (Scenario 3) with Project PM.syn 9 Report RSI Page 4 Intersection Intersection Delay, s/veh 10.3 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 99 55 48 52 76 11 44 112 41 5 129 110 Future Vol, veh/h 99 55 48 52 76 11 44 112 41 5 129 110 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 2 2 2 2 2 2 2 2 2 Mvmt Flow 108 60 52 57 83 12 48 122 45 5 140 120 Number of Lanes 1 1 0 1 1 0 0 1 1 0 1 1 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 2 2 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 2 2 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 2 2 HCM Control Delay 10.4 10.1 10.8 9.9 HCM LOS B B B A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 28% 0% 100% 0% 100% 0% 4% 0% Vol Thru, % 72% 0% 0% 53% 0% 87% 96% 0% Vol Right, % 0% 100% 0% 47% 0% 13% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 156 41 99 103 52 87 134 110 LT Vol 44 0 99 0 52 0 5 0 Through Vol 112 0 0 55 0 76 129 0 RT Vol 0 41 0 48 0 11 0 110 Lane Flow Rate 170 45 108 112 57 95 146 120 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.29 0.066 0.197 0.179 0.105 0.161 0.242 0.174 Departure Headway (Hd) 6.151 5.3 6.606 5.769 6.713 6.116 5.976 5.249 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 585 676 543 621 534 586 602 684 Service Time 3.885 3.034 4.344 3.507 4.453 3.857 3.709 2.982 HCM Lane V/C Ratio 0.291 0.067 0.199 0.18 0.107 0.162 0.243 0.175 HCM Control Delay 11.4 8.4 11 9.8 10.2 10 10.6 9.1 HCM Lane LOS B A B A B A B A HCM 95th-tile Q 1.2 0.2 0.7 0.6 0.3 0.6 0.9 0.6 ---PAGE BREAK--- CITY OF WOOD Appendix E – DBURN I SMIT – Future 2025 H CREEK DEVE 5 Mitigation H LOPMENT TRA HCM Report FFIC IMPACT ANALYSIS 36 ---PAGE BREAK--- HCM 2010 AWSC 2: Evergreen Rd & Hayes St 03/09/2018 Year 2025 (Scenario 3) With Project PM_Mitigated.syn 9 Report RSI Page 1 Intersection Intersection Delay, s/veh 49.1 Intersection LOS E Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 65 69 0 145 106 143 4 248 102 139 320 95 Future Vol, veh/h 65 69 0 145 106 143 4 248 102 139 320 95 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 2 2 2 2 2 2 2 2 2 Mvmt Flow 71 75 0 158 115 155 4 270 111 151 348 103 Number of Lanes 0 1 0 0 1 0 1 1 0 1 1 0 Approach EB WB NB SB Opposing Approach WB EB SB NB Opposing Lanes 1 1 2 2 Conflicting Approach Left SB NB EB WB Conflicting Lanes Left 2 2 1 1 Conflicting Approach Right NB SB WB EB Conflicting Lanes Right 2 2 1 1 HCM Control Delay 17.9 50.8 44.1 58.6 HCM LOS C F E F Lane NBLn1 NBLn2 EBLn1 WBLn1 SBLn1 SBLn2 Vol Left, % 100% 0% 49% 37% 100% 0% Vol Thru, % 0% 71% 51% 27% 0% 77% Vol Right, % 0% 29% 0% 36% 0% 23% Sign Control Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 4 350 134 394 139 415 LT Vol 4 0 65 145 139 0 Through Vol 0 248 69 106 0 320 RT Vol 0 102 0 143 0 95 Lane Flow Rate 4 380 146 428 151 451 Geometry Grp 7 7 2 2 7 7 Degree of Util 0.011 0.862 0.378 0.912 0.366 1.007 Departure Headway (Hd) 8.991 8.273 9.345 7.776 8.719 8.033 Convergence, Y/N Yes Yes Yes Yes Yes Yes Cap 400 441 386 471 415 456 Service Time 6.706 5.973 7.368 5.776 6.419 5.733 HCM Lane V/C Ratio 0.01 0.862 0.378 0.909 0.364 0.989 HCM Control Delay 11.8 44.5 17.9 50.8 16.4 72.7 HCM Lane LOS B E C F C F HCM 95th-tile Q 0 8.7 1.7 10.3 1.6 13.2 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis 6: Settlemier Ave & Highway 214 03/09/2018 Year 2025 (Scenario 3) With Project PM_Mitigated.syn 9 Report RSI Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 89 566 411 145 644 91 313 144 103 106 217 127 Future Volume (vph) 89 566 411 145 644 91 313 144 103 106 217 127 Ideal Flow 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 1750 Total Lost time 4.5 5.0 4.5 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Lane Util. Factor 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1630 3260 1458 1630 3260 1458 1630 1716 1458 1630 1716 1458 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1630 3260 1458 1630 3260 1458 1630 1716 1458 1630 1716 1458 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 95 602 437 154 685 97 333 153 110 113 231 135 RTOR Reduction (vph) 0 0 193 0 0 64 0 0 79 0 0 97 Lane Group Flow (vph) 95 602 244 154 685 33 333 153 31 113 231 38 Turn Type Prot NA pm+ov Prot NA custom Prot NA custom Prot NA custom Protected Phases 5 2 3 1 6 3 8 7 4 Permitted Phases 2 8 2 6 Actuated Green, G 7.4 28.0 41.9 7.0 27.6 33.3 13.9 33.3 28.0 10.7 30.1 27.6 Effective Green, g 7.4 28.0 41.9 7.0 27.6 33.3 13.9 33.3 28.0 10.7 30.1 27.6 Actuated g/C Ratio 0.08 0.29 0.43 0.07 0.28 0.34 0.14 0.34 0.29 0.11 0.31 0.28 Clearance Time 4.5 5.0 4.5 4.5 5.0 5.0 4.5 5.0 5.0 4.5 5.0 5.0 Vehicle Extension 2.5 4.8 2.5 2.5 4.8 2.5 2.5 2.5 4.8 2.5 2.5 4.8 Lane Grp Cap (vph) 123 931 623 116 918 495 231 583 416 177 527 410 v/s Ratio Prot 0.06 0.18 0.06 c0.09 c0.21 c0.20 c0.09 0.07 c0.13 v/s Ratio Perm 0.11 0.02 0.02 0.03 v/c Ratio 0.77 0.65 0.39 1.33 0.75 0.07 1.44 0.26 0.08 0.64 0.44 0.09 Uniform Delay, d1 44.5 30.7 19.3 45.5 32.0 21.9 42.0 23.4 25.6 41.8 27.2 26.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 24.5 2.0 0.3 195.0 3.9 0.0 221.5 0.2 0.2 6.5 2.6 0.2 Delay 69.0 32.7 19.6 240.5 35.9 21.9 263.6 23.6 25.7 48.3 29.8 26.2 Level of Service E C B F D C F C C D C C Approach Delay 30.7 68.1 158.1 33.1 Approach LOS C E F C Intersection Summary HCM 2000 Control Delay 66.3 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.78 Actuated Cycle Length 98.0 Sum of lost time 19.0 Intersection Capacity Utilization 72.8% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- MOVEMENT SUMMARY Site: Hayes Settlemier PM Hayes Settlemier Mini Roundabout - 2025 PM peak hour Roundabout Movement Performance - Vehicles Demand Flows 95% Back of Queue Mov ID OD Mov Deg. Satn Average Delay Level of Service Prop. Queued Effective Stop Rate Average Speed Total HV Vehicles Distance veh/h % v/c sec veh ft per veh mph South: N Settlemier Ave 3 L2 162 0.0 0.495 6.1 LOS A 4.6 114.3 0.36 0.44 24.1 8 T1 342 0.0 0.495 3.0 LOS A 4.6 114.3 0.36 0.44 24.1 Approach 504 0.0 0.495 4.0 LOS A 4.6 114.3 0.36 0.44 24.1 North: N Settlemier Ave 4 T1 550 0.0 0.720 6.3 LOS A 8.5 212.6 0.76 0.66 23.7 14 R2 96 0.0 0.720 6.5 LOS A 8.5 212.6 0.76 0.66 23.3 Approach 646 0.0 0.720 6.3 LOS A 8.5 212.6 0.76 0.66 23.7 West: W Hayes St 5 L2 49 0.0 0.416 11.4 LOS B 2.8 69.7 0.80 0.89 23.0 12 R2 186 0.0 0.416 8.6 LOS A 2.8 69.7 0.80 0.89 22.6 Approach 235 0.0 0.416 9.2 LOS A 2.8 69.7 0.80 0.89 22.7 All Vehicles 1385 0.0 0.720 6.0 LOS A 8.5 212.6 0.62 0.62 23.6 Level of Service (LOS) Method: Delay & v/c (HCM 2010). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 2010). Roundabout Capacity Model: SIDRA Standard. SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 6.1 I Copyright © 2000-2015 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: DKS ASSOCIATES I Processed: Thursday, March 08, 2018 2:47:01 PM Project: X:\Projects\2017\P17045-000 (Woodburn Smith Creek TIA)\Analysis\Sidra\Hayes Settlemier Mini update 03.08.18.sip6 ---PAGE BREAK--- CITY OF WOOD Appendix F – DBURN I SMIT – Traffic Signa H CREEK DEVE l Warrant Wo LOPMENT TRA orksheet FFIC IMPACT ANALYSIS 37 ---PAGE BREAK--- Major Street: Minor Street: Project: City/County: Year: Alternative: Major Minor Percent of standard warrants Percent of standard warrants Street Street 100 70 100 70 1 1 8850 6200 2650 1850 2 or more 1 10600 7400 2650 1850 2 or more 2 or more 10600 7400 3550 2500 1 2 or more 8850 6200 3550 2500 1 1 13300 9300 1350 950 2 or more 1 15900 11100 1350 950 2 or more 2 or more 15900 11100 1750 1250 1 2 or more 13300 9300 1750 1250 100 percent of standard warrants X 70 percent of standard warrants2 Street Number of Warrant Approach Warrant Met Lanes Volumes Volumes Case Major 2 7400 9080 A Minor 1 1850 3650 Case Major 2 11100 9080 B Minor 1 950 3650 Analyst and Date: Reviewer and Date: Evergreen Road Number of Approach lanes Smith Creek TIA 2025 ADT on minor street, highest ADT on major street Oregon Department of Transportation Transportation Development Branch Transportation Planning Analysis Unit Preliminary Traffic Signal Warrant Analysis1 approaching Hayes Street Woodburn Project Site Buildout Preliminary Signal Warrant Volumes approaching from both directions Y N Preliminary Signal Warrant Calculation Case A: Minimum Vehicular Traffic Case B: Interruption of Continuous Traffic volume 1 Meeting preliminary signal warrants does not guarantee that a signal will be installed. When preliminary signal warrants are met, project need to coordinate with Region Traffic to initiate the traffic signal engineering investigation as outlined in the Traffic Manual. Before a signal can be installed, the engineering investigation must be conducted or reviewed by the Region Traffic Manager who will forward signal recommendations to headquarters. Traffic signal warrants must be met and the State Traffic Engineer’s approval obtained before a traffic signal can be installed on a state highway. 2 Used due to 85th percentile speed in excess of 40 mph or isolated community with population of less than 10,000. Analysis Procedures Manual February 2009