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Kittelson & Associates, Inc. TECHNICAL MEMORANDUM #2 Woodburn Southwest Subarea Transportation Plan Current Transportation System Operations Memorandum (Subtask 3.2) May 31, 2024 Project# 29264 To: Chris Kerr, City of Woodburn Heidi Hinshaw, City of Woodburn From: Matt Hughart, AICP, McKenna Milacek, Russ Doubleday, AICP, and Julia Kuhn, PE, Kittelson & Associates, Inc Since the adoption of the City’s Transportation System Plan (TSP) in September 2019, Woodburn has been experiencing significant and different economic development than was foreseen by the City when the TSP was being developed, and the City is processing an amendment to the UGB which will bring in approximately 200 acres of Industrial land. To help the City plan for the new growth in jobs and housing both now and in the future, this Southwest Subarea Transportation Plan is being developed to confirm the previously identified needs and prioritized investments included in the adopted TSP as well as to help identify any new needed investments over the next twenty years that can be incorporated into an amendment of the TSP later this year. The enclosed memorandum documents the existing characteristics of the multimodal transportation system within the Southwest Subarea as of 2024. It also identifies needs and deficiencies under existing year conditions. These needs and deficiencies will help the City identify and evaluate transportation alternatives that can address both existing as well as year 2040 needs and deficiencies. The 2040 needs analyses will be presented in Technical Memorandum As shown in Figure 1, the Southwest Subarea generally includes the lands bound by I-5 on the west, OR 214 on the north, Evergreen Road/Stubb Road on the east and the City Urban Reserve Area (URA) boundary to the south. This memorandum addresses the following topics about the existing transportation system within and adjacent to the Subarea: ▪ Bicycle Facilities; ▪ Pedestrian Facilities; ▪ Transit Service; ▪ Streets and Highways; ▪ Intersection Operations; and, ▪ Transportation Safety. 851 SW 6th Avenue, Suite 600 Portland, OR 97204 P [PHONE REDACTED] ---PAGE BREAK--- May 2024 Page 2 Kittelson & Associates, Inc. Bicycle System Within and adjacent to the Subarea, people riding bikes generally share the road with motorists, while some on-street bike lanes are provided. There is also an existing greenway trail system to the south and east of the Subarea to provide recreational opportunities for cyclists. The locations of the existing bicycle facilities are shown in Figure 2. Further details about each are provided below. Bike Lanes Within the City, on-street bike lanes are designated using pavement striping and markings. As shown in Figure 2, within the Subarea, bike lanes currently exist on portions of on OR 214, Evergreen Road, Stacy Allison Way, and Center Street. Within the Subarea, the adopted TSP includes projects to add bike lanes on the northern portion of Evergreen Road, Stubb Road, Parr Road, and Harvard Drive to provide for a more-connected system. This need for these facilities does not change when considering the new economic growth being experienced by the City. Trails The Greenway Trail system connects people to Centennial Park, Heritage Elementary School, Valor Middle School, the Mill Creek Greenway Trail, and the neighborhoods located to the south and east of the Subarea. The Greenway Trail system is part of a larger trail system within the City that connects people and visitors to the City and regional parks as well as to neighborhoods and schools. The system of trails within the City plays an integral role in recreation, commuting, and accessibility and appeals to people of all ages and skill levels. Today, the trails along Parr Road and along the Mill Creek Greenway are paved, while the north-south facility from Evergreen Road to Ben Brown Lane is an unpaved grass trail. Within the adopted TSP, there are four additional trails/multi-use paths identified within the Subarea to connect to Evergreen Road, June Way, Santiam Drive and Centennial Park. This need for these facilities does not change when considering the new economic growth being experienced by the City. ---PAGE BREAK--- 5 v ÍÎ 219 v ÍÎ 214 RAINIER RD O R E G ON LP BARLEY ST W LINCOLN ST A U S TIN A V RYE ST SMITH DR BEN BROWN LN HAL T E R D R K I LL I A N SPRIN G D R BR ENTANO LN TH O MPS ON R D PARADISE ST HARVEST W Y KIRKSEY ST S A LL A L R D WILLO W A V ELANA DR ST F E SCUE A V FINZER WY PRI NCETON RD JONAH PL LA N A D R N CASCADE DR REED AV W HAYES ST MCCALLUM LN OXFORD ST SWEETWATER AV CAHIL L W Y CEDA R AV PRAIRIE ST BOEAN LN LINFIELD AV VASSER ST HARVARD DR YV O NNE ST C ASCADE D R DUKE ST CITADEL ST HI LL Y ER S LN ACA C I A AV STANFO RD S T ALASKA DR WHEAT ST CALIFORNIA DR LAWSON ST PAL M A V KELOWNA ST OATS ST RITA DR OLIV E AV ELANA WY STANFIELD RD RANDOLPH RD SANTIAM DR SYCAMO R E AV E VERGR E E N RD HOOPER ST E CLACKAMAS C R W CLACKAMAS CR S CASCADE DR S COLUMBIA DR A R N EY RD OREGON WY PARR RD WOODLAN D AV S TACY ALLISON WY W HAYE S ST COUNTRY CLU B R D HARVARD DR STUBB RD ROB I N A V E CENTER ST NEWBERG HY E VERGREEN RD BUTTEVILLE RD BOONES FERRY RD OL D BUTTE VILLE RD Centennial Park Senecal Creek Greenway Senior Estates Golf Course Mill Creek Greenway H:\29\29264 - Woodburn Sub Area Plan\gis\WoodburnSubAreaPlan_GIS\WoodburnSubAreaPlan_GIS.aprx Date: 5/31/2024 Study Area Southwest Subarea Transportation Plan Woodburn, Oregon Figure 1 0 1,000US Feet [ Subarea Boundary Schools Railroad Streams Park/Green Space City Boundary Urban Growth Boundary ---PAGE BREAK--- 5 v ÍÎ 219 v ÍÎ 214 RAINIER RD OREG O N LP BARLEY ST W LINCOLN ST A U S TIN A V RYE ST SMITH DR BEN BROWN LN HAL T E R D R K I LL I A N SPRIN G D R BR ENTANO LN TH O MPS ON R D PARADISE ST HARVEST W Y KIRKSEY ST SA LLAL R D WILLO W A V ELANA DR ST F E SCUE A V FINZER WY PR I NCETON RD JONAH PL LA N A D R REED AV MCCALLUM LN OXFORD ST SWEETWATER AV W HAYES ST CAHIL L W Y CED A R AV PRAIRIE ST BOEAN LN LINFIELD AV VASSER ST HARVARD DR YV O NNE ST DUKE ST CITADEL ST HI LL Y ER S LN ACA C I A AV N CASCADE DR STANFO RD S T ALASKA DR WHEAT ST CALIFORNIA DR LAWSON ST PAL M A V KELOWNA ST OATS ST RITA DR OL I V E AV ELANA WY C ASCADE D R STANFIELD RD RANDOLPH RD SANTIAM DR SYCAMO R E AV E VERGR E E N RD HOOPER ST E CLACKAMAS C R W CLACKAMAS CR S CASCADE DR S COLUMBIA DR COUNTRY CLU B R D OREGON WY A R N EY RD W HAYE S ST HARVARD DR PARR RD S TACY ALLISON WY ROB I N A V E CENTER ST STUBB RD WOODLAN D AV NEWBERG HY E VERGREEN RD BOONES FERRY RD BUTTEVILLE RD OLD BUT TEVI LLE RD Centennial Park Senecal Creek Greenway Senior Estates Golf Course Mill Creek Greenway H:\29\29264 - Woodburn Sub Area Plan\gis\WoodburnSubAreaPlan_GIS\WoodburnSubAreaPlan_GIS.aprx Date: 5/31/2024 Existing Bicycle Facilities Southwest Subarea Transportation Plan Woodburn, Oregon Figure 2 0 1,000US Feet [ Bike Lane Multi-Use Pathway Streams Schools Park/Green Space City Boundary Urban Growth Boundary ---PAGE BREAK--- May 2024 Page 5 Kittelson & Associates, Inc. Pedestrian System As shown in Figure 3, within the Subarea, the existing sidewalk system generally connects people walking between residential, recreational, school and commercial uses both within and to the study area. Further, as shown, sidewalks are generally provided on both sides of the streets, except on Parr Road, Stubb Road, and portions of Evergreen Road. The adopted TSP includes projects to add sidewalks on each of these three streets to provide for a more-connected system (Woodburn may accept different forms of multimodal accommodations to address the context of the industrial lands in the Southwest Industrial Reserve). This need does not change when considering the new economic growth being experienced by the City. Our review also did not highlight any additional gaps within the Subarea in the pedestrian system beyond those identified in the TSP. Marked crosswalks are provided at various intersections within the subarea, including at Harvard Drive/Evergreen Road (all legs) and Evergreen Road/Hwy 214 (all legs). Other intersections have marked crossings across some (but not all) legs of the intersection, including Evergreen Road/Stacy Allison Way (north leg and west leg) and Evergreen Road/Hooper Street (west leg). Local street intersections typically do not have marked crosswalks. At improved intersections, the crosswalks generally provide ADA-compliant curb ramps and are in acceptable conditions. Some crosswalk locations throughout the city need new striping. Public Transportation System Woodburn Transit System (WTS) consists of the Fixed Route and Express Route. Both operate Monday- Friday from 8 AM to 6PM. The Fixed Route also operates on Saturdays between 9 AM and 5 PM and on Sundays from 9 AM to 3 PM. Both the Fixed and Express Routes provide access to the major retail stores and employers, such as Walmart, Bi-Mart, and the Woodburn Transit Center. The Fixed Route provides access to the Woodburn Premium Outlets west of I-5. Both operate on one-hour headways. As of April 2024, WTS is able to provide fixed route, weekend route, and express route services free of charge. Additionally, Cherriots operates three routes into Woodburn and one route that travels through Woodburn on I-5. Route 10X connects Woodburn to Salem via Gervais with service on Highway 99E and a stop at the Woodburn Transit Center at N 1st Street and Arthur Street. Route 10X service runs eight times a day Monday through Friday and three times a day on Saturday. Route 20X connects Woodburn with Salem via Mount Angel and Silverton with a stop at Bi-Mart on Highway 214 west of Highway 99W. Route 20X service runs five times a day Monday through Friday and three times of day on Saturday. Route 80X connects Wilsonville to Keizer with a stop at the Memorial Transit Center at Evergreen Road and Highway 214. Route 80X service runs four times a day on weekdays. Cherriots also operates Route 1X on I-5 between Wilsonville and Salem, but this route does not stop in Woodburn. As shown in Figure 4, transit service is only provided in the northernmost portion of the Subarea. The Woodburn Transit Development Plan identifies “Route B” as a local service route, which would serve Evergreen Road and Parr Road through the study area with hourly service in the near-term. As part of ---PAGE BREAK--- May 2024 Page 6 Kittelson & Associates, Inc. the conditions of approval for the new warehouse on the west side of I-5, Amazon was due to pay $300,000 to Woodburn Transit “for the purpose of planning and implementing transit service to the Southwest Industrial Reserve area.” ---PAGE BREAK--- 5 v ÍÎ 219 v ÍÎ 214 RAINIER RD OREG O N LP BARLEY ST W LINCOLN ST A U S TIN A V RYE ST SMITH DR BEN BROWN LN HAL T E R D R K I LL I A N SPRIN G D R BR ENTANO LN THOMP S ON RD PARADISE ST H ARVEST W Y KIRKSEY ST SA LLAL R D WILLO W A V ELANA D R ST F ESCUE A V FINZER WY PR I NCETON RD JONAH PL LA N A D R N CASCADE DR REED AV W HAYES ST MCCALLUM LN OXFORD ST SWEETWATER AV CAHIL L W Y CED A R AV PRAIRIE ST BOEAN LN LINFIELD AV VASSER ST HARVARD DR YV O NNE ST C ASCADE D R DUKE ST CITADEL ST HI LL Y ER S LN ACA C I A AV STANFO RD S T ALASKA DR WHEAT ST CALIFORNIA DR LAWSON ST PAL M A V KELOWNA ST OATS ST RITA DR OL I V E AV ELANA WY STANFIELD RD RANDOLPH RD SANTIAM DR SYCAMO R E AV E VERGR E E N RD HOOPER ST E CLACKAMAS C R W CLACKAMAS CR S CASCADE DR S COLUMBIA DR A R N EY RD OREGON WY PARR RD WOODLAN D AV S TACY ALLISON WY W HAYE S ST COUNTRY CLU B R D HARVARD DR STUBB RD ROB I N A V E CENTER ST NEWBERG HY E VERGREEN RD BUTTEVILLE RD BOONES FERRY RD OLD BUT TEVI LLE RD Centennial Park Senecal Creek Greenway Senior Estates Golf Course Mill Creek Greenway H:\29\29264 - Woodburn Sub Area Plan\gis\WoodburnSubAreaPlan_GIS\WoodburnSubAreaPlan_GIS.aprx Date: 5/31/2024 Existing Pedestrian Facilities Southwest Subarea Transportation Plan Woodburn, Oregon 0 1,000US Feet [ Sidewalk Multi-Use Pathway Streams Schools Park/Green Space City Boundary Urban Growth Boundary Figure 3 ---PAGE BREAK--- 5 v ÍÎ 219 v ÍÎ 214 Iü RAINIE R R D O R E G ON LP BARLEY ST W LINCOLN ST A U S TIN A V RYE ST SMITH DR BEN BROWN LN HAL T E R D R K I LL I A N SPRIN G D R BR ENTANO LN TH O MPS ON R D PARADISE ST HARVEST W Y KIRKSEY ST S A LL A L R D WI LLOW AV ELANA DR ST F E SCUE A V FINZER WY PRINCETON R D JONAH PL LA N A D R N CASCADE DR REED AV W HAYES ST MCCALLUM LN OXFORD ST SWEETWATER AV CAHIL L W Y CEDA R AV PRAIRIE ST BOEAN LN LINFIELD AV VASSER ST HARVARD DR YV O NNE ST C ASCADE D R DUKE ST CITADEL ST HI LL Y ER S LN ACA C I A AV STANFO RD S T ALASKA DR WHEAT ST CALIFORNIA DR LAWSON ST PAL M A V KELOWNA ST OATS ST RITA DR OLI V E AV ELANA WY STANFIELD RD RANDOLPH RD SANTIAM DR SYCAMO R E AV EVERGR EE N RD HOOPER ST E CLACKAMAS C R W CLACKAMAS CR S CASCADE DR S COLUMBIA DR A R NEY RD OREGON WY PARR RD WOODLAN D AV S TACY ALLISON WY W HAYE S ST COUNTRY CLU B R D HARVARD DR STUBB RD ROB I N A V E CENTER ST NEWBERG HY E VERGREEN RD BUTTEVILLE RD BOONES FERRY RD OL D BUTTE VILLE RD Centennial Park Senecal Creek Greenway Senior Estates Golf Course Mill Creek Greenway H:\29\29264 - Woodburn Sub Area Plan\gis\WoodburnSubAreaPlan_GIS\WoodburnSubAreaPlan_GIS.aprx Date: 5/31/2024 Existing Transit Facilities Southwest Subarea Transportation Plan Woodburn, Oregon 0 1,000US Feet [ Iü Park & Ride Lot Woodburn Transit Stop Woodburn Transit Route Cherriots Transit Route Schools Streams Park/Green Space City Boundary Urban Growth Boundary Figure 4 ---PAGE BREAK--- May 2024 Page 9 Kittelson & Associates, Inc. Streets and Highways As shown in Figure 5, within the Subarea all of the streets are owned and operated by the City with the exception of the section of Parr Road that is within the URA and owned by the County. Citywide, the functional classification, design and multimodal features, and construction and access permitting is determined the jurisdiction that owns and operates that street ODOT, Marion County or the City) Coordination among all jurisdictions is required to plan, maintain, operate, and improve the roadways within the Woodburn UGB. Figure 6 reflects the City’s functional classification designation for each of the streets within the Subarea per the adopted TSP. As part of the Alternatives Review for the Subarea Plan, any needed changes to the current designations within the Subarea will be identified and evaluated in light of the economic growth that has and will continue to occur within the area. Table 1 provides a description of the physical characteristics of each of the streets within the Subarea and reflected in Figure 6 that are not designated as a local street. Further details on each of the street characteristics are provided below. Table 1: Existing Study Area Roadway Characteristics by Functional Classification Corridor Posted Speed [MPH] Number of Lanes Sidewalks On-Street Bike Lanes On-Street Parking Minor Arterial Butteville Road 55 2 No No No Evergreen Road 25 2 Partial1 Partial2 Partial2 Service Collector Stacy Allison Way 25 2 Partial1 Partial3 No Center Street 25 2 Yes Yes No W Hayes Street 25 2 Partial1 No No Parr Road 25 2 No No No Access Street Harvard Drive 25 2 Yes No Yes Stubb Road 25 Unmarked No No No 1 There are sidewalk gaps on the north side of Evergreen Road, Stacy Allison Way, and W Hayes Street. 2 There are bike lanes on Evergreen Road south of W Hayes Street. On-street parking is allowed sporadically on Evergreen Road north of W Hayes Street. 3 There are bike lanes on Stacy Allison Way from Hooper Street to just north of Center Street. Roadway, Freight, and Pavement Conditions Appendix A includes maps showing the posted speed limits and the number of lanes for roads within the subarea, as well as freight routes in Woodburn and pavement type and pavement condition. Today, only the state highways are designated as freight routes. The need for any additional designated local freight routes will be considered as part of the Alternatives Analysis. ---PAGE BREAK--- 5 v ÍÎ 219 v ÍÎ 214 RAINIER RD OREG ON LP BARLEY ST W LINCOLN ST A U S TIN A V RYE ST SMITH DR BEN BROWN LN HALTER DR BR ENTANO LN TH O MPS ON R D PARADISE ST H ARVEST W Y SA LLA L R D WILLO W A V ELANA DR ST KILLIAN S P RI N G D R F ESCUE A V FINZER WY PRI N CETON RD JONAH PL LAN A D R REED AV MCCALLUM LN OXFORD ST SWEETWATER AV W HAYES ST CAHIL L W Y CEDA R AV PRAIRIE ST BOEAN LN LINFIELD AV VASSER ST HARVARD DR YV O NNE ST DUKE ST CITADEL ST HI LL Y ER S LN ACA C I A AV N CASCADE DR STANF O RD S T ALASKA DR WHEAT ST CALIFORNIA DR LAWSON ST PAL M A V KELOWNA ST OATS ST RITA DR OLIV E AV ELANA WY C ASCADE D R STANFIELD RD RANDOLPH RD SANTIAM DR SYCAMO R E AV EVE R GREE N R D KIRKSEY ST HOOPER ST E CLACKAMAS C R W CLACKAMAS CR S CASCADE DR S COLUMBIA DR COUNTRY CLU B RD OREGON WY ARNEY R D W HAYES ST HARVARD DR PARR RD S TACY ALLISON WY ROB I N A V E CENTER ST STUBB RD WOODLAN D AV NEWBERG HY E VERGREEN RD BOONES FERRY RD BUTTEVILLE RD OL D BUTTE VILLE RD Centennial Park Senecal Creek Greenway Senior Estates Golf Course Mill Creek Greenway H:\29\29264 - Woodburn Sub Area Plan\gis\WoodburnSubAreaPlan_GIS\WoodburnSubAreaPlan_GIS.aprx Date: 5/31/2024 Roadway Jurisdiction Southwest Subarea Transportation Plan Woodburn, Oregon 0 1,000US Feet [ ODOT Marion County City of Woodburn Private Schools Streams Park/Green Space City Boundary Urban Growth Boundary Figure 5 ---PAGE BREAK--- 5 v ÍÎ 219 v ÍÎ 214 RAINIER RD O R E G ON LP BARLEY ST W LINCOLN ST A U S TIN A V RYE ST SMITH DR BEN BROWN LN HAL T E R D R K I LL I A N SPRIN G D R BR ENTANO LN TH O MPS ON R D PARADISE ST HARVEST W Y KIRKSEY ST S A LL A L R D WILLO W A V ELANA DR ST F E SCUE A V FINZER WY PRI NCETON RD JONAH PL LA N A D R N CASCADE DR REED AV W HAYES ST MCCALLUM LN OXFORD ST SWEETWATER AV CAHIL L W Y CEDA R AV PRAIRIE ST BOEAN LN LINFIELD AV VASSER ST HARVARD DR YV O NNE ST C ASCADE D R DUKE ST CITADEL ST HI LL Y ER S LN ACA C I A AV STANFO RD S T ALASKA DR WHEAT ST CALIFORNIA DR LAWSON ST PAL M A V KELOWNA ST OATS ST RITA DR OLIV E AV ELANA WY STANFIELD RD RANDOLPH RD SANTIAM DR SYCAMO R E AV E VERGR E E N RD HOOPER ST E CLACKAMAS C R W CLACKAMAS CR S CASCADE DR S COLUMBIA DR A R N EY RD OREGON WY PARR RD WOODLAN D AV S TACY ALLISON WY W HAYE S ST COUNTRY CLU B R D HARVARD DR STUBB RD ROB I N A V E CENTER ST NEWBERG HY E VERGREEN RD BUTTEVILLE RD BOONES FERRY RD OL D BUTTE VILLE RD Centennial Park Senecal Creek Greenway Senior Estates Golf Course Mill Creek Greenway H:\29\29264 - Woodburn Sub Area Plan\gis\WoodburnSubAreaPlan_GIS\WoodburnSubAreaPlan_GIS.aprx Date: 5/31/2024 Roadway Functional Classification Southwest Subarea Transportation Plan Woodburn, Oregon 0 1,000US Feet [ Freeway Major Arterial Minor Arterial Service Collector Access Street Local Street Schools Streams City Boundary Park/Green Space Urban Growth Boundary Figure 6 ---PAGE BREAK--- May 2024 Page 12 Kittelson & Associates, Inc. EXISTING TRANSPORTATION SYSTEM OPERATIONS ANALYSIS Traffic Operations Traffic operations at 13 intersections were analyzed in accordance with Technical Memorandum #1 (Analysis Methodology and Assumptions Memorandum) for this project. The locations, existing lane configurations, and traffic control devices of the intersections are shown in Figure 7. TRAFFIC VOLUMES AND PEAK HOUR OPERATIONS To help inform the needs analysis related to intersection capacity, 13 intersections within and adjacent to the Subarea were evaluated under year 2024 “30th highest hour” conditions. ODOT uses different mobility targets and standards depending on if the intersection is a ramp terminal or not. For the I-5 ramp terminal intersections, the Oregon Highway Plan (OHP) sets a 0.85 volume-to- capacity mobility target, and the Highway Design Manual (HDM) sets a 0.70 volume-to-capacity standard. The remaining ODOT study intersections have a volume-to-capacity mobility target of 0.90 or 0.95 (depending on the roadway speed) per the OHP, and a volume-to-capacity standard of 0.75 or 0.80 (depending on the National Highway System classification) per the HDM. Marion County used the following mobility standards, as presented in the current Marion County Rural TSP 2005 Update: ◼ LOS D or better with a V/C ratio of 0.85 or better for signalized, all-way stop, and roundabout intersections. ◼ LOS E or better with a v/c ratio of 0.90 or better for other unsignalized intersections. ◼ LOS D or better with a v/c ratio of 0.60 or better for road segments. The City of Woodburn uses the following mobility standards, as presented in the Woodburn TSP. ◼ Level of Service (LOS) for signalized intersections ◼ V/C ratio less than 1.00 regardless of LOS ◼ V/C ratio of less than 0.90 on the critical movement should be maintained, provided the queues on the critical approach can be appropriately accommodated. Further details on the development of the volumes for use in the analyses were described in Technical Memorandum The results of the traffic operations analysis are summarized in Figure 8. As shown in Figure 8, all of the intersections analyzed operate in accordance with the mobility targets with the exception of the Evergreen Road/W Hayes Street intersection. This deficiency was also identified as part of the TSP. The Alternatives Evaluation will further review potential changes to this intersection to help facilitate long-term growth within the area. Appendix B includes the operations results for all study intersections during the weekday PM peak hour. ---PAGE BREAK--- May 2024 Page 13 Kittelson & Associates, Inc. QUEUEING A queueing analysis was conducted at the signalized intersections within the study area. All intersection operations and queuing results are included in Appendix C. As shown in Appendix C and as reflected in the adopted TSP, the eastbound queue on Evergreen Road at the OR 214 intersection exceeds the available distance between the Evergreen Road and Oregon Way intersections on OR 214. The Alternatives Evaluation will include potential changes to this intersection as well as other street network changes that can provide alternative routes to OR 214. ---PAGE BREAK--- © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS H:\29\29264 - Woodburn Sub Area Plan\figs\Bubble Figures\29264_Figures.dwg May 16, 2024 - 11:11am - rdoubleday Layout Tab: Fig01 Existing Lane Configurations and Traffic Control Devices Woodburn, OR 7 Woodburn Sub Area Plan May 2024 Figure 1 2 3 4 5 6 7 9 8 10 12 13 11 5 219 214 Parr Rd Butteville Rd Stubb Rd Kirksey St Harvard Dr Evergreen Rd Hayes St Killian Springs Dr Stacy Allison Way Newberg Hwy Woodland Ave 1 OR 219 / Butteville Rd 2 OR 219 /Woodland Ave 3 OR 219 /SB 1-5 Ramps 4 OR 219 /NB 1-5 Ramps 5 OR 214/Evergreen Rd 6 Evergreen Rd/Stacy Allison Way 7 Evergreen Rd/Hayes St 8 Hayes St/Killian Springs Dr 9 Evergreen Rd/Harvard Dr 10 Parr Rd/Settlemier Ave 11 Parr Rd/Kirksey St 12 Parr Rd/Stubb Rd 13 Parr Rd/Butteville Rd Study Intersections # Yield Sign Channelized Island Stop Sign Traffic Signal Roundabout 99E ---PAGE BREAK--- © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS © 2024 Microsoft Corporation © 2024 Maxar ©CNES (2024) Distribution Airbus DS H:\29\29264 - Woodburn Sub Area Plan\figs\Bubble Figures\29264_Figures.dwg May 16, 2024 - 11:12am - rdoubleday Layout Tab: Fig02 Existing PM Peak Hour Traffic Operations Woodburn, OR 8 Woodburn Sub Area Plan May 2024 Figure 67 164 414 164 250 246 LOS=A Del=5.6 0 7 22 39 0 8 15 56 79 65 CM=SB LOS=B Del=10.3 V/C=0.07 21 358 3 1 358 95 186 1 34 1 1 2 CM=EB LOS=E Del=43.5 V/C=0.70 5 3 5 66 77 10 CM=SB LOS=A Del=9.4 V/C=0.01 2 265 87 90 286 14 18 37 3 106 71 84 CM=WB LOS=F Del=>50 V/C=0.98 16 12 117 536 17 41 40 438 11 27 108 371 112 LOS=C Del=22.3 V/C=0.58 97 40 40 126 27 38 CM=WB LOS=B Del=10.1 V/C=0.09 49 129 30 4 129 61 64 74 69 33 64 2 CM=NB LOS=B Del=11.5 V/C=0.33 7 35 72 3 89 22 5 103 24 51 85 2 CM=SB LOS=B Del=12.7 V/C=0.21 20 18 168 22 13 113 CM=NB LOS=B Del=10.4 V/C=0.06 449 27 179 27 30 78 0 125 892 277 0 243 754 14 LOS=C Del=33.4 V/C=0.71 [PHONE REDACTED] 170 987 345 LOS=A Del=9.8 V/C=0.51 564 276 717 421 683 534 LOS=B Del=16.4 V/C=0.46 1 OR 219 / Butteville Rd 2 OR 219 /Woodland Ave 3 OR 219 /SB 1-5 Ramps 4 OR 219 /NB 1-5 Ramps 5 OR 214/Evergreen Rd 6 Evergreen Rd/Stacy Allison Way 7 Evergreen Rd/Hayes St 8 Hayes St/Killian Springs Dr 9 Evergreen Rd/Harvard Dr 10 Parr Rd/Settlemier Ave 11 Parr Rd/Kirksey St 12 Parr Rd/Stubb Rd 13 Parr Rd/Butteville Rd V/C=0.55 CM = CRITICAL MOVEMENT (TWSC/AWSC) LOS = INTERSECTION LEVEL OF SERVICE (SIGNALIZED) / CRITICAL MOVEMENT LEVEL OF SERVICE (TWSC/AWSC) Del = INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED) / CRITICAL MOVEMENT CONTROL DELAY (TWSC/AWSC) V/C = CRITICAL VOLUME-TO-CAPACITY RATIO TWSC = TWO-WAY STOP CONTROL AWSC = ALL-WAY STOP CONTROL 1 2 3 4 5 6 7 9 8 10 12 13 11 5 219 214 Parr Rd Butteville Rd Stubb Rd Kirksey St Harvard Dr Evergreen Rd Hayes St Killian Springs Dr Stacy Allison Way Newberg Hwy Woodland Ave 99E ---PAGE BREAK--- May 2024 Page 16 Kittelson & Associates, Inc. Crash History We queried the Oregon Department of Transportation (ODOT) Crash Database1 to obtain the crash records at the 13 intersections for the period from January 1, 2018 through December 31, 2022. The crash type classifications at each intersection were reviewed to assess whether crash patterns might be identifiable. Table 2 shows the reported crashes by type and severity. There were no reported fatal crashes at any study intersection within the past five years. Five total serious injury crashes occurred during the study period: one at OR 214/I-5 NB Ramps, three at OR 219/Butteville Road, and one at Parr Road/Butteville Road. As noted in the table below, three of the study intersections are new and have been recently constructed so do not have any reported crashes. Additionally, OR 219/Butteville Road was reconfigured as a roundabout in 2023 so the reported crash data is not indicative of the revised configuration. Table 2. Intersection Crash Summary (January 1, 2018 - December 31, 2022) Map ID Intersection Crash Severity Crash Type Total Crashes Fatal Injury PDO Rear- End Turn Angle Sideswipe Fixed Object Bike Other 1 OR 219 & Butteville Road* - 5 7 2 4 - - 5 - 1 12 2 OR 219 & Woodland Avenue - 6 4 2 5 1 - 1 1 - 10 3 OR 214 & I-5 SB Ramps - 5 7 7 1 - 3 1 - - 12 4 OR 214 & I-5 NB Ramps - 16 13 8 15 - 1 5 - - 29 5 OR 214 & Evergreen Road - 33 19 7 36 5 3 1 - - 52 6 Evergreen Road & Stacy Allison Way - 2 4 1 5 - - - - - 6 7 Evergreen Road & Hayes Street - 1 - - - - - 1 - - 1 8 Evergreen Road & Harvard Drive - 8 3 1 4 6 - - - - 11 9 Hayes Street & Killian Spring Drive† - - - - - - - - - - 0 10 Parr Road & Settlemier Avenue - 1 1 1 1 - - - - - 2 11 Parr Road & Kirksey Street† - - - - - - - - - - 0 12 Parr Road & Stubb Road† - - - - - - - - - - 0 13 Parr Road & Butteville Road - 6 4 4 2 - - 4 - - 10 * Reconstructed as a roundabout in 2023. † This intersection was constructed during the time when the crash data was collected. 1 TDS - Crash Reports (state.or.us) ---PAGE BREAK--- May 2024 Page 17 Kittelson & Associates, Inc. Intersection crash rates were calculated and compared to statewide crash rate performance thresholds. For this analysis, the critical crash rate was calculated and compared to the 90th percentile crash rates for urban intersections by traffic control and 3 versus 4-legged configurations (as appropriate). Intersection crash rates are shown in Table 3. Table 3. Intersection Critical Crash Rate Analysis Map ID Intersection Total Crashes Land Use Type Intersection Class AADT Group Critical Crash Rate by Intersection Type Critical Crash Rate by Volume Observed Crash Rate at Intersection Observed Crash Rate > Critical Crash Rate? 1 OR 219 & Butteville Road 12 Urban 3ST Between 7,500 and 15,000 0.27 0.38 0.50 Yes 2 OR 219 & Woodland Avenue 10 Urban 4SG Between 15,000 and 22,500 0.69 0.45 0.30 No 3 OR 214 & I-5 SB Ramps 12 Urban 3SG Above 22,500 0.22 0.54 0.21 No 4 OR 214 & I-5 NB Ramps 29 Urban 3SG Above 22,500 0.22 0.54 0.48 Yes 5 OR 214 & Evergreen Road 52 Urban 4SG Above 22,500 0.64 0.55 0.92 Yes 6 Evergreen Road & Stacy Allison Way 6 Urban 4ST Between 7,500 and 15,000 0.71 0.40 0.31 No 7 Evergreen Road & Hayes Street 1 Urban 4ST Between 7,500 and 15,000 0.71 0.40 0.05 No 8 Evergreen Road & Harvard Drive 11 Urban 4ST Below 7,500 0.85 0.40 1.21 Yes 9 Hayes Street & Killian Spring Drive 0 Urban 3ST Below 7,500 0.56 0.46 0.00 No 10 Parr Road & Settlemier Avenue 2 Rural 4ST Below 7,500 0.77 0.57 0.15 No 11 Parr Road & Kirksey Street 0 Rural 3ST Below 7,500 0.61 0.77 0.00 No 12 Parr Road & Stubb Road 0 Rural 3ST Below 7,500 0.78 0.96 0.00 No 13 Parr Road & Butteville Road 10 Rural 3ST Below 7,500 0.55 0.70 1.49 Yes 3ST = three-legged stop-control intersection; 4ST = four-legged stop-control intersection; 3SG = three-legged signalized intersection; 4SG = four-legged signalized intersection; AADT = Annual Average Daily Traffic As shown in Table 3, in addition to the OR 219/Butteville Road intersection that was recently reconstructed, four other study intersection’s observed crash rates exceed the critical crash rate by intersection type, volume, or both. All of these intersections are identified within the TSP as exceeding critical crash rates, except for the OR 214 and Evergreen Road intersection. The TSP did not examine crash rates at the Evergreen Road/Harvard Drive and Parr Road/Butteville Road intersections. ---PAGE BREAK--- May 2024 Page 18 Kittelson & Associates, Inc. In addition to the above crash analyses, we also reviewed the ODOT Safety Priority Index System List (SPIS). This SPIS list is used by each ODOT Region to help prioritize locations for further safety evaluation. The OR 219/I-5 NB Ramps intersection and the OR 219/Evergreen Road intersection were identified in the 2022 SPIS Report in the 90-95 percentile and the 95-100 percentile, respectively. The Alternatives Evaluation for the Subarea will include evaluation of potential safety-related changes to the identified intersections. SUMMARY OF EXISTING CONDITIONS FINDINGS In general, the review of the existing conditions and identification of deficiencies is consistent with the findings of the adopted TSP. As previously identified, most of the streets have sidewalks (as well as nearby trails on Parr Road and the Mill Creek Greenway to the east), with gaps in the sidewalk system on short stretches of Evergreen Road, W Hayes Street, and for a longer stretch of Stacy Allison Way on the north and west side of the street. Per the TSP findings and this Subarea review, the bicycle and public transportation infrastructure continues to be somewhat limited. The bike network is limited to Center Street and Hooper Street, as well as segments of Stacy Allison Way and Evergreen Road. Additionally, Woodburn Transit operates hourly service at the northernmost portion of the subarea with two stops, while much of the newly- developed areas to the south are not serviced by public transit, and the two bus stops in the subarea do not have bike lanes on the street (although there are sidewalks). The hourly Woodburn Transit loop also stops at the Settlemier Avenue/Parr Road intersection, and sidewalks on Parr Road connect to the southeastern portion of the subarea. We also note that, Parr Road (owned and operated by Marion County) does not have any sidewalks or bike lanes in the Subarea (although a trail along the south side of the street begins at Centennial Park and runs to the east). As the surrounding street network here (including the Southern Arterial) are constructed, it will be important to include this infrastructure on collector and arterial streets. Although the existing intersection operations results in Figure 8 are consistent with the 2019 Woodburn TSP, it will be important to further examine these intersections under future conditions with changes in the anticipated development in and around the subarea. This evaluation of future conditions will also include identification of potential safety-based changes to the four intersections, in particular, that exceed 90th percentile crash rates. Please let us know if you have any questions as you review the material herein. The existing deficiencies will help to set the foundation for the evaluation of future needs within and adjacent to the Subarea. ---PAGE BREAK--- Appendix A Road, Pavement, and Freight Characteristics ---PAGE BREAK--- 5 v ÍÎ 219 v ÍÎ 214 RAINIER RD OREG O N LP BARLEY ST W LINCOLN ST A U S TIN A V RYE ST SMITH DR BEN BROWN LN HAL T E R D R K I LL I A N SPRIN G D R BR ENTANO LN THOMP S ON RD PARADISE ST H ARVEST W Y KIRKSEY ST SA LLAL R D WILLOW A V ELANA D R ST F ESCUE A V FINZER WY P R INCETON RD JONAH PL LA N A D R REED AV MCCALLUM LN OXFORD ST SWEETWATER AV W HAYES ST CAHIL L W Y CEDA R AV PRAIRIE ST BOEAN LN LINFIELD AV VASSER ST HARVARD DR YV O NNE ST DUKE ST CITADEL ST HI LL Y ER S LN ACA C I A AV N CASCADE DR STANFO RD S T ALASKA DR WHEAT ST CALIFORNIA DR LAWSON ST PAL M A V KELOWNA ST OATS ST RITA DR O L IVE A V ELANA WY C ASCADE D R STANFIELD RD RANDOLPH RD SANTIAM DR SYCAMO R E AV E VERGR E E N RD HOOPER ST E CLACKAMAS CR W CLACKAMAS C R S CASCADE DR S COLUMBIA DR COUNTRY CLU B RD OREGON WY ARNEY R D W HAYES ST HARVARD DR PARR RD S TACY ALLISON WY ROB I N A V E CENTER ST STUBB RD WOODLAN D AV NEWBERG HY E VERGREEN RD BOONES FERRY RD BUTTEVILLE RD OLD BUT TEVI LLE RD Centennial Park Senecal Creek Greenway Senior Estates Golf Course Mill Creek Greenway H:\29\29264 - Woodburn Sub Area Plan\gis\WoodburnSubAreaPlan_GIS\WoodburnSubAreaPlan_GIS.aprx Date: 5/31/2024 Posted Speed Limits Southwest Subarea Transportation Plan Woodburn, Oregon 0 1,000US Feet [ No Data 25 MPH 30 MPH 35 MPH 45 MPH 55 MPH 65 MPH Schools Streams Park/Green Space City Boundary Urban Growth Boundary Figure A-1 ---PAGE BREAK--- 5 v ÍÎ 219 v ÍÎ 214 RAINIER RD OREG O N LP BARLEY ST W LINCOLN ST A U S TIN A V RYE ST SMITH DR BEN BROWN LN HAL T E R D R K I LL I A N SPRIN G D R BR ENTANO LN THOMP S ON RD PARADISE ST H ARVEST W Y KIRKSEY ST SA LLAL R D WILLOW A V ELANA D R ST F ESCUE A V FINZER WY P R INCETON RD JONAH PL LA N A D R REED AV MCCALLUM LN OXFORD ST SWEETWATER AV W HAYES ST CAHIL L W Y CEDA R AV PRAIRIE ST BOEAN LN LINFIELD AV VASSER ST HARVARD DR YV O NNE ST DUKE ST CITADEL ST HI LL Y ER S LN ACA C I A AV N CASCADE DR STANFO RD S T ALASKA DR WHEAT ST CALIFORNIA DR LAWSON ST PAL M A V KELOWNA ST OATS ST RITA DR O L IVE A V ELANA WY C ASCADE D R STANFIELD RD RANDOLPH RD SANTIAM DR SYCAMO R E AV E VERGR E E N RD HOOPER ST E CLACKAMAS CR W CLACKAMAS C R S CASCADE DR S COLUMBIA DR COUNTRY CLU B RD OREGON WY ARNEY R D W HAYES ST HARVARD DR PARR RD S TACY ALLISON WY ROB I N A V E CENTER ST STUBB RD WOODLAN D AV NEWBERG HY E VERGREEN RD BOONES FERRY RD BUTTEVILLE RD OLD BUT TEVI LLE RD Centennial Park Senecal Creek Greenway Senior Estates Golf Course Mill Creek Greenway H:\29\29264 - Woodburn Sub Area Plan\gis\WoodburnSubAreaPlan_GIS\WoodburnSubAreaPlan_GIS.aprx Date: 5/31/2024 Number of Lanes Southwest Subarea Transportation Plan Woodburn, Oregon 0 1,000US Feet [ No Data 1 Lane 2 Lanes 3 Lanes 4 Lanes 5 Lanes 6 Lanes Schools Streams Park/Green Space City Boundary Urban Growth Boundary Figure A-2 ---PAGE BREAK--- 5 v ÍÎ 219 v ÍÎ 214 RAINIER RD O R E G ON LP BARLEY ST W LINCOLN ST A U S TIN A V RYE ST SMITH DR BEN BROWN LN HAL T E R D R K I LL I A N SPRIN G D R BR ENTANO LN TH O MPS ON R D PARADISE ST HARVEST W Y KIRKSEY ST S A LL A L R D WILLO W A V ELANA DR ST F E SCUE A V FINZER WY PRI NCETON RD JONAH PL LA N A D R N CASCADE DR REED AV W HAYES ST MCCALLUM LN OXFORD ST SWEETWATER AV CAHIL L W Y CEDA R AV PRAIRIE ST BOEAN LN LINFIELD AV VASSER ST HARVARD DR YV O NNE ST C ASCADE D R DUKE ST CITADEL ST HI LL Y ER S LN ACA C I A AV STANFO RD S T ALASKA DR WHEAT ST CALIFORNIA DR LAWSON ST PAL M A V KELOWNA ST OATS ST RITA DR OLIV E AV ELANA WY STANFIELD RD RANDOLPH RD SANTIAM DR SYCAMO R E AV E VERGR E E N RD HOOPER ST E CLACKAMAS C R W CLACKAMAS CR S CASCADE DR S COLUMBIA DR A R N EY RD OREGON WY PARR RD WOODLAN D AV S TACY ALLISON WY W HAYE S ST COUNTRY CLU B R D HARVARD DR STUBB RD ROB I N A V E CENTER ST NEWBERG HY E VERGREEN RD BUTTEVILLE RD BOONES FERRY RD OL D BUTTE VILLE RD Centennial Park Senecal Creek Greenway Senior Estates Golf Course Mill Creek Greenway H:\29\29264 - Woodburn Sub Area Plan\gis\WoodburnSubAreaPlan_GIS\WoodburnSubAreaPlan_GIS.aprx Date: 5/31/2024 Freight Routes Southwest Subarea Transportation Plan Woodburn, Oregon 0 1,000US Feet [ Woodburn Truck Route Woodburn Truck Way ODOT Freight Route National Network Truck Route Schools Streams Park/Green Space City Boundary Urban Growth Boundary Figure A-3 ---PAGE BREAK--- 5 v ÍÎ 219 v ÍÎ 214 RAINIER RD OREG O N LP BARLEY ST W LINCOLN ST A U S TIN A V RYE ST SMITH DR BEN BROWN LN HALTER DR BR ENTANO LN THOMP S ON RD PARADISE ST H ARVEST W Y SA LLAL R D WILLOW A V ELANA D R ST K I LL I A N SPRIN G D R F ESCUE A V FINZER WY P R INCETON RD JONAH PL LAN A D R REED AV MCCALLUM LN OXFORD ST SWEETWATER AV W HAYES ST CAHIL L W Y CEDA R AV PRAIRIE ST BOEAN LN LINFIELD AV VASSER ST HARVARD DR YV O NNE ST DUKE ST CITADEL ST HI LL Y ER S LN ACA C I A AV N CASCADE DR STANFO RD S T ALASKA DR WHEAT ST CALIFORNIA DR LAWSON ST PAL M A V KELOWNA ST OATS ST R ITA DR O L IVE A V ELANA WY C ASCADE D R STANFIELD RD RANDOLPH RD SANTIAM DR SYCAMO R E AV E VERGR E E N RD KIRKS E Y S T HOOPER ST E CLACKAMAS CR W CLACKAMAS C R S CASCADE DR S COLUMBIA DR COUNTRY CLU B R D OREGON WY A R N EY RD W HAYE S ST HARVARD DR PARR RD S TACY ALLISON WY ROB I N A V E CENTER ST STUBB RD WOODLAN D AV NEWBERG HY E VERGREEN RD BOONES FERRY RD BUTTEVILLE RD OL D BUTTE VILLE RD Centennial Park Senecal Creek Greenway Senior Estates Golf Course Mill Creek Greenway H:\29\29264 - Woodburn Sub Area Plan\gis\WoodburnSubAreaPlan_GIS\WoodburnSubAreaPlan_GIS.aprx Date: 5/31/2024 Pavement Condition Southwest Subarea Transportation Plan Woodburn, Oregon 0 1,000US Feet [ Very Good Good Fair Poor Very Poor No Data Schools Streams Park/Green Space City Boundary Urban Growth Boundary Figure A-4 ---PAGE BREAK--- Appendix B Existing Traffic Operations ---PAGE BREAK--- MOVEMENT SUMMARY Site: 1 [OR219 & Butteville Road (Site Folder: General)] Output produced by SIDRA INTERSECTION Version: 9.1.4.221 New Site Site Category: Existing Design Roundabout Vehicle Movement Performance Demand Flows Arrival Flows 95% Back Of Queue Mov ID Turn Mov Class Deg. Satn Aver. Delay Level of Service Prop. Que Eff. Stop Rate Aver. No. of Cycles Aver. Speed [ Total HV ] [ Total HV ] [ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: Butteville Road 1 L2 All MCs 89 6.0 89 6.0 0.117 5.9 LOS A 0.4 10.7 0.53 0.43 0.53 28.1 2 R2 All MCs 219 6.0 219 6.0 0.138 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 33.1 Approach 308 6.0 308 6.0 0.138 1.7 LOS A 0.4 10.7 0.15 0.13 0.15 31.4 East: OR219 3 L2 All MCs 333 1.0 333 1.0 0.265 5.2 LOS A 1.3 32.1 0.25 0.11 0.25 28.5 4 T1 All MCs 328 3.0 328 3.0 0.265 5.1 LOS A 1.2 31.1 0.24 0.10 0.24 30.8 Approach 661 2.0 661 2.0 0.265 5.2 LOS A 1.3 32.1 0.25 0.11 0.25 29.6 West: OR219 5 T1 All MCs 552 3.0 552 3.0 0.551 10.5 LOS B 4.6 116.6 0.64 0.54 0.84 28.8 6 R2 All MCs 219 2.0 219 2.0 0.133 0.0 LOS A 0.0 0.0 0.00 0.00 0.00 33.1 Approach 771 2.7 771 2.7 0.551 7.5 LOS A 4.6 116.6 0.46 0.39 0.60 29.9 All Vehicles 1740 3.0 1740 3.0 0.551 5.6 LOS A 4.6 116.6 0.32 0.23 0.39 30.0 Site Level of Service (LOS) Method: Delay & v/c (HCM Site LOS Method is specified in the Parameter Settings dialog (Options tab). Roundabout LOS Method: Same as Sign Control. 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 Roundabout Capacity Model: US HCM 6. Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included). Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap. Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Roundabout Capacity Model. HV values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects. SIDRA INTERSECTION 9.1 I Copyright © 2000-2023 Akcelik and Associates Pty Ltd I sidrasolutions.com Organisation: KITTELSON AND ASSOCIATES INC I Licence: NETWORK / Enterprise Level 3 I Processed: Wednesday, April 10, 2024 11:38:38 AM Project: H:\29\29264 - Woodburn Sub Area Plan\analysis\Sidra\OR219 & Butteville Rd.sip9 ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: Woodland Ave & OR-219 04/15/2024 Existing PM Existing Traffic Conditions 5:00 pm 05/13/2021 PM Peak Hour 11 Report MSM Page 1 Movement EBL EBT EBR WBU WBL WBT WBR NBL NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 40 438 11 27 108 371 112 16 12 117 536 17 Future Volume (veh/h) 40 438 11 27 108 371 112 16 12 117 536 17 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1723 1723 1559 1614 1695 1736 1750 1750 1450 1688 1251 Adj Flow Rate, veh/h 48 521 8 129 442 51 19 14 79 694 0 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 14 10 4 1 0 0 22 1 33 Cap, veh/h 206 883 468 161 775 749 141 19 109 862 335 Arrive On Green 0.13 0.27 0.27 0.10 0.24 0.24 0.08 0.08 0.08 0.27 0.00 Sat Flow, veh/h 1641 3273 1321 1537 3221 1471 1667 229 1289 3214 1251 Grp Volume(v), veh/h 48 521 8 129 442 51 19 0 93 694 0 Grp Sat Flow(s),veh/h/ln 1641 1637 1321 1537 1611 1471 1667 0 1518 1607 1251 Q Serve(g_s), s 1.6 8.4 0.2 5.0 7.3 1.1 0.6 0.0 3.6 12.2 0.0 Cycle Q Clear(g_c), s 1.6 8.4 0.2 5.0 7.3 1.1 0.6 0.0 3.6 12.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.85 1.00 Lane Grp Cap(c), veh/h 206 883 468 161 775 749 141 0 129 862 335 V/C Ratio(X) 0.23 0.59 0.02 0.80 0.57 0.07 0.13 0.00 0.72 0.80 0.00 Avail Cap(c_a), veh/h 542 2434 1094 508 2395 1489 826 0 752 2390 930 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay s/veh 23.8 19.2 12.7 26.5 20.2 7.6 25.6 0.0 27.0 20.7 0.0 Incr Delay (d2), s/veh 0.4 1.0 0.0 6.8 1.0 0.1 0.3 0.0 5.6 1.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln 1.1 5.5 0.1 3.6 4.7 1.0 0.5 0.0 2.6 7.7 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 24.3 20.2 12.7 33.2 21.2 7.6 26.0 0.0 32.6 22.0 0.0 LOS C C B C C A C A C C A Approach Vol, veh/h 577 622 112 694 Approach Delay, s/veh 20.4 22.6 31.5 22.0 Approach LOS C C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.3 20.8 20.2 12.1 19.1 9.1 Change Period (Y+Rc), s 4.0 4.5 4.0 4.5 * 4.5 4.0 Max Green Setting (Gmax), s 20.0 45.0 45.0 20.0 * 45 30.0 Max Q Clear Time (g_c+I1), s 7.0 10.4 14.2 3.6 9.3 5.6 Green Ext Time s 0.2 6.0 2.0 0.1 5.3 0.4 Intersection Summary HCM 6th Ctrl Delay 22.3 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 2: Woodland Ave & OR-219 04/15/2024 Existing PM Existing Traffic Conditions 5:00 pm 05/13/2021 PM Peak Hour 11 Report MSM Page 2 Movement SBR Lane Configurations Traffic Volume (veh/h) 41 Future Volume (veh/h) 41 Initial Q (Qb), veh 0 Ped-Bike Adj(A_pbT) 1.00 Parking Bus, Adj 1.00 Work Zone On Approach Adj Sat Flow, veh/h/ln 1701 Adj Flow Rate, veh/h 0 Peak Hour Factor 0.84 Percent Heavy Veh, % 0 Cap, veh/h 0 Arrive On Green 0.00 Sat Flow, veh/h 0 Grp Volume(v), veh/h 0 Grp Sat Flow(s),veh/h/ln 0 Q Serve(g_s), s 0.0 Cycle Q Clear(g_c), s 0.0 Prop In Lane 0.00 Lane Grp Cap(c), veh/h 0 V/C Ratio(X) 0.00 Avail Cap(c_a), veh/h 0 HCM Platoon Ratio 1.00 Upstream Filter(I) 0.00 Uniform Delay s/veh 0.0 Incr Delay (d2), s/veh 0.0 Initial Q Delay(d3),s/veh 0.0 %ile BackOfQ(95%),veh/ln 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 LOS A Approach Vol, veh/h Approach Delay, s/veh Approach LOS Timer - Assigned Phs * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. User approved changes to right turn type. ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 3: I-5 SB Ramps & OR-219 04/15/2024 Existing PM Existing Traffic Conditions 5:00 pm 05/13/2021 PM Peak Hour 11 Report MSM Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 717 421 0 683 534 0 0 0 564 0 276 Future Volume (veh/h) 0 717 421 0 683 534 0 0 0 564 0 276 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1674 1674 0 1840 1867 1601 0 1573 Adj Flow Rate, veh/h 0 788 0 0 751 0 620 0 259 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 0 4 2 1 0 3 Cap, veh/h 0 2082 0 2288 755 0 367 Arrive On Green 0.00 0.65 0.00 0.00 1.00 0.00 0.26 0.00 0.28 Sat Flow, veh/h 0 3264 1419 0 3587 1582 2958 0 1333 Grp Volume(v), veh/h 0 788 0 0 751 0 620 0 259 Grp Sat Flow(s),veh/h/ln 0 1590 1419 0 1748 1582 1479 0 1333 Q Serve(g_s), s 0.0 11.4 0.0 0.0 0.0 0.0 19.8 0.0 17.5 Cycle Q Clear(g_c), s 0.0 11.4 0.0 0.0 0.0 0.0 19.8 0.0 17.5 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2082 0 2288 755 0 367 V/C Ratio(X) 0.00 0.38 0.00 0.33 0.82 0.00 0.71 Avail Cap(c_a), veh/h 0 2082 0 2288 1050 0 500 HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 0.86 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 7.9 0.0 0.0 0.0 0.0 35.1 0.0 32.6 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.3 0.0 3.3 0.0 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln0.0 6.6 0.0 0.0 0.2 0.0 11.8 0.0 18.5 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 8.4 0.0 0.0 0.3 0.0 38.4 0.0 34.8 LOS A A A A D A C Approach Vol, veh/h 788 751 879 Approach Delay, s/veh 8.4 0.3 37.3 Approach LOS A A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 70.0 30.0 70.0 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 35.5 35.5 Max Q Clear Time (g_c+I1), s 13.4 21.8 2.0 Green Ext Time s 16.5 3.8 8.6 Intersection Summary HCM 6th Ctrl Delay 16.4 HCM 6th LOS B Notes Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 4: I-5 NB Ramps & OR-219/OR-214 04/15/2024 Existing PM Existing Traffic Conditions 5:00 pm 05/13/2021 PM Peak Hour 11 Report MSM Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 1110 170 0 987 345 231 0 487 0 0 0 Future Volume (veh/h) 0 1110 170 0 987 345 231 0 487 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1867 1853 0 1660 1674 1674 1728 1674 Adj Flow Rate, veh/h 0 1156 0 0 1028 0 161 0 523 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 0 2 3 0 3 2 4 0 4 Cap, veh/h 0 2379 0 2115 382 0 680 Arrive On Green 0.00 1.00 0.00 0.00 0.89 0.00 0.24 0.00 0.24 Sat Flow, veh/h 0 3641 1571 0 3237 1419 1594 0 2837 Grp Volume(v), veh/h 0 1156 0 0 1028 0 161 0 523 Grp Sat Flow(s),veh/h/ln 0 1774 1571 0 1577 1419 1594 0 1418 Q Serve(g_s), s 0.0 0.0 0.0 0.0 6.2 0.0 8.5 0.0 17.2 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 6.2 0.0 8.5 0.0 17.2 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 0 2379 0 2115 382 0 680 V/C Ratio(X) 0.00 0.49 0.00 0.49 0.42 0.00 0.77 Avail Cap(c_a), veh/h 0 2379 0 2115 566 0 1007 HCM Platoon Ratio 1.00 2.00 2.00 1.00 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.82 0.00 0.00 0.81 0.00 1.00 0.00 1.00 Uniform Delay s/veh 0.0 0.0 0.0 0.0 2.1 0.0 32.2 0.0 35.4 Incr Delay (d2), s/veh 0.0 0.6 0.0 0.0 0.7 0.0 0.5 0.0 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln0.0 0.3 0.0 0.0 2.5 0.0 6.0 0.0 10.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 0.0 0.6 0.0 0.0 2.8 0.0 32.7 0.0 37.1 LOS A A A A C A D Approach Vol, veh/h 1156 1028 684 Approach Delay, s/veh 0.6 2.8 36.1 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 71.5 71.5 28.5 Change Period (Y+Rc), s 4.5 4.5 4.5 Max Green Setting (Gmax), s 55.5 55.5 35.5 Max Q Clear Time (g_c+I1), s 2.0 8.2 19.2 Green Ext Time s 28.7 31.9 4.8 Intersection Summary HCM 6th Ctrl Delay 9.8 HCM 6th LOS A Notes User approved volume balancing among the lanes for turning movement. Unsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 5: Evergreen Rd & OR-214 04/15/2024 Existing PM Existing Traffic Conditions 5:00 pm 05/13/2021 PM Peak Hour 11 Report MSM Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 125 892 277 243 754 14 449 27 179 27 30 78 Future Volume (veh/h) 125 892 277 243 754 14 449 27 179 27 30 78 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1709 1723 1723 1688 1660 1469 1709 1695 1736 1695 1750 1695 Adj Flow Rate, veh/h 128 910 0 248 769 13 478 0 0 28 31 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 3 2 2 1 3 17 3 4 1 4 0 4 Cap, veh/h 425 1064 521 1689 29 566 0 102 111 Arrive On Green 0.04 0.22 0.00 0.26 0.53 0.53 0.17 0.00 0.00 0.06 0.06 0.00 Sat Flow, veh/h 1628 3273 1460 1607 3174 54 3255 0 1471 1615 1750 1437 Grp Volume(v), veh/h 128 910 0 248 382 400 478 0 0 28 31 0 Grp Sat Flow(s),veh/h/ln1628 1637 1460 1607 1577 1650 1628 0 1471 1615 1750 1437 Q Serve(g_s), s 3.5 26.7 0.0 5.7 15.0 15.0 14.2 0.0 0.0 1.7 1.7 0.0 Cycle Q Clear(g_c), s 3.5 26.7 0.0 5.7 15.0 15.0 14.2 0.0 0.0 1.7 1.7 0.0 Prop In Lane 1.00 1.00 1.00 0.03 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 425 1064 521 839 878 566 0 102 111 V/C Ratio(X) 0.30 0.86 0.48 0.46 0.46 0.84 0.00 0.27 0.28 Avail Cap(c_a), veh/h 562 1064 521 839 878 667 0 250 271 HCM Platoon Ratio 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.82 0.82 0.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay s/veh 10.8 36.9 0.0 28.0 14.4 14.4 40.0 0.0 0.0 44.7 44.7 0.0 Incr Delay (d2), s/veh 0.2 7.4 0.0 0.5 1.8 1.7 8.1 0.0 0.0 1.1 1.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(95%),veh/ln2.2 17.3 0.0 8.3 9.4 9.7 10.4 0.0 0.0 1.2 1.4 0.0 Unsig. Movement Delay, s/veh Delay(d),s/veh 11.0 44.2 0.0 28.5 16.2 16.1 48.0 0.0 0.0 45.7 45.7 0.0 LOS B D C B B D A D D Approach Vol, veh/h 1038 1030 478 59 Approach Delay, s/veh 40.1 19.2 48.0 45.7 Approach LOS D B D D Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s30.3 37.0 10.8 9.6 57.7 21.9 Change Period (Y+Rc), s 4.5 * 4.5 4.5 4.0 4.5 4.5 Max Green Setting (Gmax), s 14.0 * 33 15.5 14.0 32.5 20.5 Max Q Clear Time (g_c+I1), s 7.7 28.7 3.7 5.5 17.0 16.2 Green Ext Time s 0.5 3.3 0.2 0.2 10.9 1.0 Intersection Summary HCM 6th Ctrl Delay 33.4 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. User approved volume balancing among the lanes for turning movement. User approved ignoring U-Turning movement. ---PAGE BREAK--- HCM 6th Signalized Intersection Summary 5: Evergreen Rd & OR-214 04/15/2024 Existing PM Existing Traffic Conditions 5:00 pm 05/13/2021 PM Peak Hour 11 Report MSM Page 6 * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. Unsignalized Delay for [NBR, EBR, SBR] is excluded from calculations of the approach delay and intersection delay. ---PAGE BREAK--- HCM 6th TWSC 6: Evergreen Rd & Stacy Allison Way/Evergreen Estates 04/15/2024 Existing PM Existing Traffic Conditions 5:00 pm 05/13/2021 PM Peak Hour 11 Report MSM Page 7 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 186 1 34 1 1 2 21 358 3 1 358 95 Future Vol, veh/h 186 1 34 1 1 2 21 358 3 1 358 95 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 100 - - - - - 55 - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 2 0 0 0 0 0 5 1 0 0 1 2 Mvmt Flow 194 1 35 1 1 2 22 373 3 1 373 99 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 845 845 423 862 893 375 472 0 0 376 0 0 Stage 1 425 425 - 419 419 - - - - - - - Stage 2 420 420 - 443 474 - - - - - - - Critical Hdwy 7.12 6.5 6.2 7.1 6.5 6.2 4.15 - - 4.1 - - Critical Hdwy Stg 1 6.12 5.5 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.12 5.5 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.518 4 3.3 3.5 4 3.3 2.245 - - 2.2 - - Pot Cap-1 Maneuver 283 302 635 277 [PHONE REDACTED] - - 1194 - - Stage 1 607 590 - 616 593 - - - - - - - Stage 2 611 593 - 598 561 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 277 296 635 257 [PHONE REDACTED] - - 1194 - - Mov Cap-2 Maneuver 277 296 - 257 277 - - - - - - - Stage 1 595 589 - 604 581 - - - - - - - Stage 2 596 581 - 563 560 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 38.4 14.5 0.5 0 HCM LOS E B Minor Lane/Major Mvmt NBL NBT NBR EBLn1 EBLn2WBLn1 SBL SBT SBR Capacity (veh/h) 1074 - - 277 [PHONE REDACTED] - - HCM Lane V/C Ratio 0.02 - - 0.699 0.059 0.011 0.001 - - HCM Control Delay 8.4 - - 43.5 11.2 14.5 8 0 - HCM Lane LOS A - - E B B A A - HCM 95th %tile Q(veh) 0.1 - - 4.8 0.2 0 0 - - ---PAGE BREAK--- HCM 6th TWSC 7: Evergreen Rd & W Hayes St 04/15/2024 Existing PM Existing Traffic Conditions 5:00 pm 05/13/2021 PM Peak Hour 11 Report MSM Page 8 Intersection Int Delay, s/veh 23.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 18 37 3 106 71 84 2 265 87 90 286 14 Future Vol, veh/h 18 37 3 106 71 84 2 265 87 90 286 14 Conflicting Peds, #/hr 0 0 0 0 0 0 1 0 0 0 0 1 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length - - - - - - 80 - - 60 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 7 6 0 0 0 1 0 1 1 1 2 0 Mvmt Flow 20 41 3 118 79 93 2 294 97 100 318 16 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 960 922 327 895 882 343 335 0 0 391 0 0 Stage 1 527 527 - 347 347 - - - - - - - Stage 2 433 395 - 548 535 - - - - - - - Critical Hdwy 7.17 6.56 6.2 7.1 6.5 6.21 4.1 - - 4.11 - - Critical Hdwy Stg 1 6.17 5.56 - 6.1 5.5 - - - - - - - Critical Hdwy Stg 2 6.17 5.56 - 6.1 5.5 - - - - - - - Follow-up Hdwy 3.563 4.054 3.3 3.5 4 3.309 2.2 - - 2.209 - - Pot Cap-1 Maneuver 231 266 719 264 [PHONE REDACTED] - - 1173 - - Stage 1 525 522 - 673 638 - - - - - - - Stage 2 591 598 - 524 527 - - - - - - - Platoon blocked, % - - - - Mov Cap-1 Maneuver 144 243 718 214 [PHONE REDACTED] - - 1173 - - Mov Cap-2 Maneuver 144 243 - 214 262 - - - - - - - Stage 1 523 477 - 672 637 - - - - - - - Stage 2 448 597 - 436 482 - - - - - - - Approach EB WB NB SB HCM Control Delay, s 30.2 87 0 1.9 HCM LOS D F Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1235 - - [PHONE REDACTED] - - HCM Lane V/C Ratio 0.002 - - 0.313 0.983 0.085 - - HCM Control Delay 7.9 - - 30.2 87 8.4 - - HCM Lane LOS A - - D F A - - HCM 95th %tile Q(veh) 0 - - 1.3 10.1 0.3 - - ---PAGE BREAK--- HCM 6th TWSC 8: Killian Spring Dr & W Hayes St 04/15/2024 Existing PM Existing Traffic Conditions 5:00 pm 05/13/2021 PM Peak Hour 11 Report MSM Page 9 Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 168 22 13 113 20 18 Future Vol, veh/h 168 22 13 113 20 18 Conflicting Peds, #/hr 0 3 3 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 3 0 0 1 0 0 Mvmt Flow 193 25 15 130 23 21 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 221 0 369 209 Stage 1 - - - - 209 - Stage 2 - - - - 160 - Critical Hdwy - - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1360 - 635 836 Stage 1 - - - - 831 - Stage 2 - - - - 874 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1356 - 625 834 Mov Cap-2 Maneuver - - - - 625 - Stage 1 - - - - 829 - Stage 2 - - - - 864 - Approach EB WB NB HCM Control Delay, s 0 0.8 10.4 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 709 - - 1356 - HCM Lane V/C Ratio 0.062 - - 0.011 - HCM Control Delay 10.4 - - 7.7 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.2 - - 0 - ---PAGE BREAK--- HCM 6th TWSC 9: Harvard Dr & Evergreen Rd 04/15/2024 Existing PM Existing Traffic Conditions 5:00 pm 05/13/2021 PM Peak Hour 11 Report MSM Page 10 Intersection Int Delay, s/veh 6.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 5 103 24 51 85 2 7 35 72 3 89 22 Future Vol, veh/h 5 103 24 51 85 2 7 35 72 3 89 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 2 2 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 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 0 1 0 0 0 0 14 0 0 0 2 0 Mvmt Flow 5 113 26 56 93 2 8 38 79 3 98 24 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 95 0 0 139 0 0 403 343 128 403 355 94 Stage 1 - - - - - - 136 136 - 206 206 - Stage 2 - - - - - - 267 207 - 197 149 - Critical Hdwy 4.1 - - 4.1 - - 7.24 6.5 6.2 7.1 6.52 6.2 Critical Hdwy Stg 1 - - - - - - 6.24 5.5 - 6.1 5.52 - Critical Hdwy Stg 2 - - - - - - 6.24 5.5 - 6.1 5.52 - Follow-up Hdwy 2.2 - - 2.2 - - 3.626 4 3.3 3.5 4.018 3.3 Pot Cap-1 Maneuver 1512 - - 1457 - - 537 583 927 562 571 968 Stage 1 - - - - - - 839 788 - 801 731 - Stage 2 - - - - - - 713 734 - 809 774 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 1512 - - 1457 - - 438 559 925 470 547 968 Mov Cap-2 Maneuver - - - - - - 438 559 - 470 547 - Stage 1 - - - - - - 836 785 - 798 703 - Stage 2 - - - - - - 575 706 - 699 771 - Approach EB WB NB SB HCM Control Delay, s 0.3 2.8 11 12.7 HCM LOS B B Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 729 1512 - - 1457 - - 594 HCM Lane V/C Ratio 0.172 0.004 - - 0.038 - - 0.211 HCM Control Delay 11 7.4 0 - 7.6 - - 12.7 HCM Lane LOS B A A - A - - B HCM 95th %tile Q(veh) 0.6 0 - - 0.1 - - 0.8 ---PAGE BREAK--- HCM 6th AWSC 10: S Settlemier Ave & Parr Rd NE/S Front St 04/15/2024 Existing PM Existing Traffic Conditions 5:00 pm 05/13/2021 PM Peak Hour 11 Report MSM Page 11 Intersection Intersection Delay, s/veh 10.2 Intersection LOS B Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 64 74 69 33 64 2 49 129 30 4 129 61 Future Vol, veh/h 64 74 69 33 64 2 49 129 30 4 129 61 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles, % 0 0 1 9 2 10 0 1 0 0 0 3 Mvmt Flow 71 82 77 37 71 2 54 143 33 4 143 68 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 10.1 9.8 11 9.8 HCM LOS B A B A Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1 SBLn2 Vol Left, % 28% 0% 100% 0% 100% 0% 3% 0% Vol Thru, % 72% 0% 0% 52% 0% 97% 97% 0% Vol Right, % 0% 100% 0% 48% 0% 3% 0% 100% Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 178 30 64 143 33 66 133 61 LT Vol 49 0 64 0 33 0 4 0 Through Vol 129 0 0 74 0 64 129 0 RT Vol 0 30 0 69 0 2 0 61 Lane Flow Rate 198 33 71 159 37 73 148 68 Geometry Grp 7 7 7 7 7 7 7 7 Degree of Util 0.325 0.047 0.127 0.246 0.069 0.124 0.239 0.096 Departure Headway (Hd) 5.915 5.086 6.416 5.569 6.746 6.097 5.826 5.103 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Cap 609 704 560 645 532 588 616 702 Service Time 3.644 2.815 4.145 3.297 4.479 3.83 3.556 2.833 HCM Lane V/C Ratio 0.325 0.047 0.127 0.247 0.07 0.124 0.24 0.097 HCM Control Delay 11.5 8.1 10.1 10.1 10 9.7 10.4 8.4 HCM Lane LOS B A B B A A B A HCM 95th-tile Q 1.4 0.1 0.4 1 0.2 0.4 0.9 0.3 ---PAGE BREAK--- HCM 6th TWSC 11: Kirksey St & Parr Rd NE 04/15/2024 Existing PM Existing Traffic Conditions 5:00 pm 05/13/2021 PM Peak Hour 11 Report MSM Page 12 Intersection Int Delay, s/veh 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 15 56 0 0 79 65 0 7 22 39 0 8 Future Vol, veh/h 15 56 0 0 79 65 0 7 22 39 0 8 Conflicting Peds, #/hr 0 0 8 8 0 0 7 0 3 3 0 7 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 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 0 2 0 0 3 4 0 0 0 0 0 0 Mvmt Flow 17 62 0 0 88 72 0 8 24 43 0 9 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 160 0 - - - 0 232 256 65 239 220 131 Stage 1 - - - - - - 96 96 - 124 124 - Stage 2 - - - - - - 136 160 - 115 96 - Critical Hdwy 4.1 - - - - - 7.1 6.5 6.2 7.1 6.5 6.2 Critical Hdwy Stg 1 - - - - - - 6.1 5.5 - 6.1 5.5 - Critical Hdwy Stg 2 - - - - - - 6.1 5.5 - 6.1 5.5 - Follow-up Hdwy 2.2 - - - - - 3.5 4 3.3 3.5 4 3.3 Pot Cap-1 Maneuver 1432 - 0 0 - - [PHONE REDACTED] 719 682 924 Stage 1 - - 0 0 - - 916 819 - 885 797 - Stage 2 - - 0 0 - - 872 769 - 895 819 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1432 - - - - - [PHONE REDACTED] 687 674 918 Mov Cap-2 Maneuver - - - - - - 719 647 - 707 674 - Stage 1 - - - - - - 905 809 - 874 797 - Stage 2 - - - - - - 858 769 - 852 809 - Approach EB WB NB SB HCM Control Delay, s 1.6 0 9.2 10.3 HCM LOS A B Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR SBLn1 Capacity (veh/h) 885 1432 - - - 736 HCM Lane V/C Ratio 0.036 0.012 - - - 0.071 HCM Control Delay 9.2 7.5 0 - - 10.3 HCM Lane LOS A A A - - B HCM 95th %tile Q(veh) 0.1 0 - - - 0.2 ---PAGE BREAK--- HCM 6th TWSC 12: Parr Rd NE & Stubb Rd NE 04/15/2024 Existing PM Existing Traffic Conditions 5:00 pm 05/13/2021 PM Peak Hour 11 Report MSM Page 13 Intersection Int Delay, s/veh 0.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 66 77 10 5 3 Future Vol, veh/h 5 66 77 10 5 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 71 71 71 71 71 71 Heavy Vehicles, % 0 2 7 0 0 0 Mvmt Flow 7 93 108 14 7 4 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 122 0 - 0 222 115 Stage 1 - - - - 115 - Stage 2 - - - - 107 - Critical Hdwy 4.1 - - - 6.4 6.2 Critical Hdwy Stg 1 - - - - 5.4 - Critical Hdwy Stg 2 - - - - 5.4 - Follow-up Hdwy 2.2 - - - 3.5 3.3 Pot Cap-1 Maneuver 1478 - - - 771 943 Stage 1 - - - - 915 - Stage 2 - - - - 922 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1478 - - - 767 943 Mov Cap-2 Maneuver - - - - 767 - Stage 1 - - - - 910 - Stage 2 - - - - 922 - Approach EB WB SB HCM Control Delay, s 0.5 0 9.4 HCM LOS A Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1478 - - - 825 HCM Lane V/C Ratio 0.005 - - - 0.014 HCM Control Delay 7.4 0 - - 9.4 HCM Lane LOS A A - - A HCM 95th %tile Q(veh) 0 - - - 0 ---PAGE BREAK--- HCM 6th TWSC 13: Butteville Rd NE & Parr Rd NE 04/15/2024 Existing PM Existing Traffic Conditions 5:00 pm 05/13/2021 PM Peak Hour 11 Report MSM Page 14 Intersection Int Delay, s/veh 2.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 27 38 97 40 40 126 Future Vol, veh/h 27 38 97 40 40 126 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 93 93 93 93 93 93 Heavy Vehicles, % 0 5 21 0 12 32 Mvmt Flow 29 41 104 43 43 135 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 347 126 0 0 147 0 Stage 1 126 - - - - - Stage 2 221 - - - - - Critical Hdwy 6.4 6.25 - - 4.22 - Critical Hdwy Stg 1 5.4 - - - - - Critical Hdwy Stg 2 5.4 - - - - - Follow-up Hdwy 3.5 3.345 - - 2.308 - Pot Cap-1 Maneuver 654 916 - - 1376 - Stage 1 905 - - - - - Stage 2 821 - - - - - Platoon blocked, % - - - Mov Cap-1 Maneuver 632 916 - - 1376 - Mov Cap-2 Maneuver 632 - - - - - Stage 1 905 - - - - - Stage 2 793 - - - - - Approach WB NB SB HCM Control Delay, s 10.1 0 1.9 HCM LOS B Minor Lane/Major Mvmt NBT SBL SBT Capacity (veh/h) - - 772 1376 - HCM Lane V/C Ratio - - 0.091 0.031 - HCM Control Delay - - 10.1 7.7 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.3 0.1 - ---PAGE BREAK--- Appendix C Existing Intersection Queues ---PAGE BREAK--- May 2024 Page 22 Kittelson & Associates, Inc. A queueing analysis was conducted at the signalized intersections within the study area. Table C-1 summarizes the percentile queues during the weekday PM peak hour in the existing traffic conditions. Vehicle queue and storage are rounded to the nearest 25-feet. Storage are considered to be striped storage for the given movement. All 95th percentile queues during the PM peak hour are within the striped storage length, except for the eastbound through movement at the OR 214/Evergreen Road intersection. The eastbound queue on Evergreen Road at the OR 214 intersection exceeds the available distance between the Evergreen Road and Oregon Way intersections on OR 214. Table C-1: Weekday PM Peak Hour Queueing Map ID Intersection Movement 95th Percentile Queue (feet) Storage Length (feet) Adequate? 2 OR 219/Woodland Avenue EBL 50 225 Yes EBT 150 1,400 Yes EBR <25 150 Yes WBL 100 225 Yes WBT 125 425 Yes WBR 25 100 Yes NBL <25 100 Yes NBTR 75 250 Yes SBL 200 350 Yes 3 OR 214/I-5 Southbound Ramp EBT 175 950 Yes EBR <25 250 Yes WBT <25 600 Yes WBR <25 525 Yes SBL 300 1,000 Yes SBR 475 1,000 Yes 4 OR 214/I-5 Northbound Ramp EBT <25 600 Yes EBR <25 525 Yes WBT 75 700 Yes WBR <25 400 Yes NBL 150 150 Yes NBR 250 275 Yes 5 OR 214/Evergreen Road EBL 75 175 Yes EBT 450 350 No EBR <25 250 Yes WBL 225 375 Yes WBTR 250 500 Yes NBL 275 325 Yes NBR <25 325 Yes SBL 50 75 Yes SBT 50 375 Yes SBR <25 75 Yes