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Ord. 2569 - Updated Public Facilities Plan for Comp Plan (LA 2018- 03) COUNCIL BILL NO. 3091 ORDINANCE NO. 2569 AN ORDINANCE ADOPTING AN UPDATED CITY OF WOODBURN PUBLIC FACILITIES PLAN AS EXHIBIT "B" OF THE WOODBURN COMPREHENSIVE PLAN (LA 2018-03) WHEREAS, ORS 197.175 requires cities to prepare, adopt and implement Comprehensive Plans consistent with statewide planning goals adopted by the Land Conservation and Development Commission; and WHEREAS, the ORS 197.712 (2)e requires cites to develop and adopt a public facilities plan for areas within an Urban Growth Boundary containing a population greater than 2,500 persons and shall include rough cost estimates for projects needed to provide sewer, water, and transportation uses; and WHEREAS, Goal 11 of the Oregon Statewide Planning Goals, Public Facilities and Services, is intended to ensure that communities plan for and develop public facilities and services in a "timely, orderly and efficient arrangement"; and WHEREAS, on August 17, 2016, the City applied for and received a Special Public Works Fund Technical Assistance Grant to complete a review and update of the City's Public Facilities Plan; and WHEREAS, on December 13, 2018, the Planning Commission in conformance with WDO 4.01 .096. and 4.01.10B. held a public hearing and recommended approval of this amendment to the Comprehensive Plan; and WHEREAS, on March 11, 2019, the City Council held a public hearing, reviewed the record, accepted testimony and requested this Ordinance effecting the amendment (LA 2018-03); NOW, THEREFORE, THE CITY OF WOODBURN ORDAINS AS FOLLOWS: Section 1. The City of Woodburn Comprehensive Plan is amended to repeal and replace Exhibit B (the City of Woodburn Public Facilities Plan) as provided in Exhibit 1, which is attached to this Ordinance and incorporated herein. Section 2. The legislative action taken by the Ordinance is explained and justified by the Findings and Analysis in Exhibit 2 which is attached to this Ordinance and incorporated herein. Page - 1 - Council Bill No. 3091 Ordinance No. 2569 Approved as to form: e2?-��r—)k:�D za City Attorney Date Approved: Eric Swenson, Mayor Passed by the Council 41 Submitted to the Mayor a01 Approved by the Mayor ;2-611 Filed in the Office of the Recorder 13, 9;101 ATTEST: Heather Pierson, City Recorder City of Woodburn, Oregon Page - 2 - Council Bill No. 3091 Ordinance No. 2569 Exhibit Page 1 0149 'Op murraysmilh hr W00DBUAN Public Facilities Plan July 2018 Exhibit 1 Page 2 of 49 Public Facilities Plan City of Woodburn July 2018 k N UKr- CAMILV-S RENEWS: � Murraysmith Water, Wastewater,Storm Water 888 SW 5th Avenue Suite 1170 Portland,OR 97204 Exhibit 1 Page 3 of 49 Acknowledgements is exrvessed to (.:711 who contribi ited t(.:) the c(.wnf..)1eb(.�)n this City of Woodburn Eric Liljequist, PE George Kuznetsoz Dago Garcia Curtis Stulz Frank Sutter Murraysmith Brian Ginter, PE Natalie Jennings, PE Claire DeVoe DKS Associates Mat Dolata, PE Exhibit 1 Pane 4o 49 _�-�� ����� ���� Contents � �� ����� �� � 1N �" m�� ���������~�on 1.1 General.............................................................................................................................1-1 1.2 Service Area Characteristics------------------------------'1-1 ��� Water" �����er m��N man 2.1 Introduction.....................................................................................................................2-1 2.2 Water Demand -------------------------------------.2-1 2.2.2 Existing Drmond--------------------------------.2-2 2.2.2 Projected 2O57Drmond.....................................................................................2-5 2.3 Water Source--------------------------------------.2-3 2.3.2 Wells....................................................................................................................2-5 2.3.5 Source N/otrrProtrction ----------------------------2-4 2.4 Treatment........................................................................................................................2-4 2.5 Storage and Pumping......................................................................................................2-4 2.5 Water Distribution System..............................................................................................2-5 2.6.2 Existing System...................................................................................................2-6 2.6.2 Design (ritrriG.....................................................................................................2-7 2.6.5 Anoknis Findings--------------------------------.2-7 2.6.4 Svtem 8rconncndotions......................................................................................2-7 2.7 Capital Improvement Projects........................................................................................2-8 2.8 Funding ----------------------------------------. 2-12 3" Sanitary Sewer Plan 3.1 Wastewater Planning History-----------------------------'3-1 3.2 Treatment........................................................................................................................3-2 3.3 Primary Collection System -------------------------------.3-3 3.4 Capital Improvement Projects........................................................................................3-5 3.5 Funding -----------------------------------------.3-5 Exhibit 1 Page 5 of 49 4. Storm Water Plan 4.1 Introduction.....................................................................................................................4-1 4.2 Design Storms..................................................................................................................4-1 4.3 Existing Inventory............................................................................................................4-2 4.4 Needed Drainage Improvements to Support Growth...................................................4-4 4.4.1 Detention Policy Implementation.......................................................................4-4 4.5 Requirements for New Developments...........................................................................4-5 4.5.1 City of Woodburn Runoff Detention Requirement............................................4-5 4.5.2 Safety Requirements...........................................................................................4-6 4.6 SWIR Expansion Area Projects........................................................................................4-6 4.7 Funding ............................................................................................................................4-7 5. Transportation Plan 5.1 Introduction.....................................................................................................................5-1 5.2 Capital Improvement Plan for SWIR Area......................................................................5-1 Exhibit 1 Page 7 of 49 c Iii uiri I,,. Introduction 1.1 General The Public Facilities Plan (PFP) identifies major infrastructure projects necessary to serve the Year 2037 projected population of 35,025 and documents the effect on utility and transportation infrastructure resulting from the Southwest Industrial Reserve expansion of the City of Woodburn. As required by state statute, four elements have been studied: Domestic Water, Sanitary Sewer, Storm Drainage, and Transportation. Information for this plan was derived from existing individual utility Master and Facilities Plans, and the previous public facilities plan, updating where necessary. A comprehensive analysis was performed for the SWIR expansion area as a part of this update. Tables summarizing projects and associated costs have been included in the body of this Public Facilities Plan Update. Maps showing the locations of infrastructure elements (Water, Sanitary Sewer, and Storm Drainage) are included in the end of each section. Transportation projects and maps were derived from the Woodburn Transportation Systems Plan (TSP), which is currently being updated. 1.2 Service Area Characteristics Woodburn is located in Oregon's Willamette Valley approximately 18 miles north of Salem and 31 miles south of Portland in the Pudding River basin. The topography of the service area slopes slightly to the northeast. The area is relatively flat with an elevation differential of only 50 feet, ranging from 150 to 200 feet above sea level. The main drainage through the City is Mill Creek, which drains to the Pudding River. Senecal Creek drains a small portion of the City's UGB area west of I-5. A very small portion of the east part of the City (east of highway 99E) naturally drains directly to the Pudding River. The climate is mild with wet winters and dry summers. Rainfall averages about 45 inches per year and one year in ten will exceed 52 inches. The wettest months are usually November through February. The soils in the area are primarily of two associations, Amity silt loam and Woodburn silt loam. Both of these formations are found throughout the City in most areas except drainage channels. The Amity series consists of somewhat poorly drained soils formed in mixed alluvial silts. The layer is general 17 inches thick overlaying a 7-inch silt loam subsurface layer and a 13-inch silty clay loam subsoil. The Woodburn series consists of moderately well drained soils formed in silty alluvium and loess. The 17-inch surface layer overlays 37 inches of subsoil and a silt loam substratum to a Exhibit 1 Page 8 of 49 depth of 68 inches. The course of Mill Creek is etched in bashaw clay and dayton and concord silt loams as well as terrace escarpment are also found in the service area. The geology of the area consists of Troutdale formation materials and Willamette silts overlaying Columbia River basalt. Depth to basalt is unknown but thought to be approximately 600 feet. The Troutdale formation consists of alternate layers of clay, silt, sand and gravel. The Willamette silt formation consists of stratified silt, sandy silt, clayey silt and silty clay and has poor drainage characteristics. The City is located in a Seismic Zone 3. Two major highways traverse the City; Interstate 5 along the west side of the City and 99E along the east side of the City. Both routes run generally north-south through Woodburn. Oregon Highway 214 is an east-west route through the City, and Highway 211 connects Woodburn to Molalla. Woodburn is bisected by the Union Pacific Railroad main line. The railroad extends north-south through Woodburn and parallels Front Street through the City. Willamette Valley Railroad uses spur tracks that parallel Front Street and a line that proceeds east from Front Street along Cleveland Street. Exhibit 1 Page 10 of 49 Ct Iii oIIri 2 Water Plan 2.1 Introduction Murraysmith is in the process of updating the City of Woodburn Water Master Plan. It is expected to be completed in late 2018. The City's Water Master Plan was first prepared in 1997 and was updated in 2001. The current update provides a 20-year plan for the water system through the year 2037. The plan was based on a projected permanent population potential of 35,025, the coordinated Year 2037 population projection for this report. The City has 7,509 single family, multi-family, commercial, industrial, and public connections. The current service area of the water system is mostly inside the City limits with a few customers outside, although the service area will expand as annexations to the City occur within the Urban Growth Boundary (UGB). It is assumed that all growth will occur within the current 5,066-acre UGB. The water system analysis for the PFP includes future service to the SWIR area. The City anticipates that industrial land will be annexed to the City in the short term.Although most improvements necessary to serve expansion areas will be paid for by the developer, the CIP will be amended on an annual basis to include sanitary, sewer, water, storm drainage and transportation projects necessary to serve recently annexed areas. 2.2 Water Demand 2.2.1 Existing Water demand refers to all potable water required by the system including residential, commercial, industrial, and institutional uses as well as unaccounted for water. Potable water demands are described using three water use metrics: average daily demand (ADD), maximum day demand (MDD), and peak hour demand (PHD). Each of these metrics are stated in gallons per unit of time such as million gallons per day(mgd).ADD is the total annual water volume used system-wide divided by 365 days per year. MDD is the largest 24-hour water volume for a given year. In western Oregon, MDD usually occurs each year between July 1st and September 30th. PHD is the estimated largest hour of demand on the maximum water use day. Data was unavailable to calculate PHD thus a PHD:MDD peaking factor of 2 is used, consistent with water use patterns at other Willamette Valley water providers. Table 2-1 summarizes the City's current system-wide ADD and MDD based on water production data. Exhibit 1 Page 11 of 49 Table ®1 Historical Water Demand Estimates 2012 2.2 4.5 9.0 2013 2.2 3.9 7.8 2014 23 4.2 8.4 2015 2.4 4.5 9.0 2016 2.3 4,0 8,0 The City's water utility billing records are categorized by service type and meter size. For purposes of the graphic, records were summarized into five divisions: Residential, Commercial < 1-inch diameter, Commercial > 1-inch diameter, Industrial, and Sprinkler. Sprinkler consumption includes irrigation services supplied from the drinking water system at many of the City's public parks and schools. Percentages of current water consumption by customer type are calculated based on 2016 City water billing records. As illustrated in Figure 2-1, approximately 61% of Water consumption in Woodburn is by residential customers. Figure 2®1 2016 Water Demand per Customer Category IndusSprinkler,6% trial, 1%�, a �j jj Commercial<= 1",8% Does not include"Unaccounted-for Water' Exhibit 1 Page 12 of 49 2.2.2 Projected 2037 Demand Estimates of future growth and related water demand within the Woodburn UGB are developed for 5-year increments to the year 2037 and a buildout condition. Population projections and the per capita water use developed for the Water System Master Plan were used to estimate demands for each 5-year increment, while current water use by zoning and comprehensive planning maps are used to estimate buildout demands. Projections are shown in Table 2-2. Table ®2 Woodburn Demand Projections 2017 2.4, 4.6 9.2 2022 2.6 4.9 9.8 2027 2.81 5.3 10.6 2037 3.2 6.1 12.2 Build-out 3.8 7.2 14.4 2.3 Water Source 2.3.1 Wells The City's seven wells tap the Troutdale aquifer, a large semi-confined aquifer. It is anticipated that the City will continue to utilize this aquifer as the sole source of water. Current wells are listed in Table 2-3 and shown in the figure at the end of this section. The existing total water source capacity is adequate to meet existing demands, but additional wells will be needed for future demands through build-out of the UGB. Table 2®3 Existing Wells Nazarene Well Located on Emergency 7 1967 1,000 1,000 333 Woodland Avenue' backup 9 Warren Donell Well located 1979 1,000 650 280 Supply on Country Club Road Centennial Well located 10 1988 ,1,000 ' 279 Supply 2205 National Way 800 11 1108 Astor Way 1989 1,000 650 288 Supply 12 Parr Road WTP 2003 1,200 650 305 Supply 13 555 S Settlemeir Road 2003 600 400 260 Supply 14 3099 Pacific Highway 2004 1,400 1,000 297 Supply Total Existing Non-Emergency Source Capacity 4,150 gpm(5.98 MGD) Exhibit 1 Page 13 of 49 2.3.2 Source Water Protection The State of Oregon Department of Human Services and Department of Environmental Quality have developed a Source Water Protection Plan for the City. The plan inventories potential sources of contamination, establishes best management practices for industries within the influence zone of the City's wells, allows the City to develop ordinances to provide protection of the aquifer, and maps the flow patterns of the aquifers. The Troutdale aquifer, from which the City's wells obtain the City's drinking water supply, is not a critical or restrictively classified groundwater area. The City does not at this time plan to request certification of the delineations in the Source Water Protection Plan for Statewide Planning Goal 5 purposes. 2.4 Treatment Historically,the City of Woodburn provided no water treatment or disinfection because the quality of water derived from City wells did not require disinfection and neither state nor federal water regulations required treatment or disinfection for wells. Increasing concerns with the odor, taste and staining problems generated by iron and manganese in the groundwater, a potential decrease in the federal arsenic standard and potential regulation of radon led the City to update its master plan and develop a treatment plan for the City's water supply in 2001. Iron and manganese levels in the City's water source caused numerous complaints about the aesthetic quality of the water. To eliminate the iron and manganese problems, the City constructed three treatment plants to treat all of the City's groundwater sources except Well 7 which is only operated for emergency supply. The three treatment plants are located at well sites on National Way, Country Club Road, and Parr Road. These treatment facilities treat water from wells at their sites and water transmitted from nearby wells through raw water transmission lines constructed with the treatment plants in 2003- 2004. The locations of the treatment facilities are shown in the figure at the end of this section. The existing total treatement capacity is adequate to meet water supply needs through 2037 and to build-out of the existing UGB. Treated water is pumped in the distribution system by booster pumps located at each water treatment plant, On-site ground level storage reservoirs provide suction supply to the pump stations. These facilities are described further in the next section. 2.5 Storage and Pumping Water system storage is considered to be comprised of four elements: equalizing, operational, fire flow, and emergency. "Equalizing storage" provides water supply when customer demand exceeds Exhibit 1 Page 14 of 49 the capacity of the wells and pumps to produce water flow. "Operational" accounts for the amount of reservoir volume between when the pumps come on and when they turn off, "Fire flow reserves" provides the volume of water needed to provide the demand for fire flow for a fire having a finite duration. "Emergency storage" supplies water when a portion of the water supply system is out of commission. Woodburn has 4 reserviors as shown in Table 2-4 and in the figure at the end of this section. Table ®4 Reservoir Inventory EME Parr Road 2.9 ' Ground Level Steel Tank National Way 1.7 Ground Level Steel Tank Country Club Road 0.3 Ground Level Steel Tank Elevated Tank 0.75 Elevated Steel Tank In normal operating conditions, pressure within the water system is established by the elevated tank. When demand in the system draws down the elevated tank level, booster pumps at the treatment plants are turned on to pump into the system from the ground level reservoirs and refill the elevated tank. If the level in the elevated tank continues to drop after the first pump has turned on, more pumps receive signals to turn on and pump into the system until the elevated tank water level reaches the pre-determined shutoff level. In addition to the hydraulic grade established in the system by the elevated tank, pressure is maintained throughout the system by the booster pumps at each of the treatment plant sites controlled by pressure sensors located at various locations in the City. The booster pumps at each plant operate to maintain water levels in the elevated tank and to supply demands placed upon the system by users from the ground level reservoirs at each water treatment plant. If the elevated tank is out of service for maintenance or other reasons, the treatment plant booster pumps and pressure sensor system will maintain desired system pressure. Ground level storage utilizes pumps to move water into the distribution system and work with the elevated storage reservoir to maintain water pressure. The pumps need to be large enough to satisfy anticipated peak demand flow rates. A summary of booster pumping capacity is presented in Table 2-5. They also need to have an automated auxiliary power supply to assure water is available during power failure. All three of the treatment plants have emergency generators capable of plant operation as well as operation of the wells located at each of the treatment plant sites. The City has portable generators that can be used to provide emergency power to other wells. Exhibit 1 Page 15 of 49 Table ®5 2018 Water System PumpStation Inventory Parr Road 2 75 1,819 S/SE National Way 2 60 1,650 N/E Country Club Road 2 60 1,150 NW/W TOTAL CAPACITY 6 - 9,238 gpm(13.3 MGD) All Firm Capacity 3 4,619 gpm(6.7 MGD) All 'The target flow rate for all pump stations is approximately 1200-1300 gpm,in order to move equal amounts of water through all treatment plants,reservoirs,and pump stations.Pumps can ramp up to full capacity if needed. The City has adequate storage volume and pumping capacity to serve the needs of the City through 2037 and to buildout of the UGB. 2.6 Water Distribution System 2.6.1 ExistingSe There are approximately 97 miles of transmission and distribution piping, ranging from 4- inch to 20-inch in diameter. The majority of the pipe within the service area is 6-inch or fl- inch diameter service piping. A summary of the quantity of pipe by diameter is outlined in Table 2-6. The majority of the pipe in the system is ductile or cast iron, in addition, there is a significant amount of asbestos-cement pipe in the Senior Estates area. Table 2® 2018 Water System Pipe Inventory �11!tli'I'I� tl 11 'I� l� s- -,Iliii'i I Iii V II ® i�, ® I 4® 13,963 6 160,417 8 217,320 10 22,816 12 79,853 14 8,382 16 2,174' 18 6,797 20 633 Exhibit 1 Page 16 of 49 2.6.2 Designea State administrative rules require the system maintain a minimum pressure of 20 psi at all service connections at all times. A pressure range of 40-80 psi is recommended under normal operating conditions. The City requires the maximum day demand plus fire flow for a proposed development to be calculated. Demand must not exceed available supply. Calculated available fire flow is compared to the standards in Table 2-7. Table ®7 Fire Flow Demands by Zoning Classification Low Density Residential (IRS, R15, RSN) 1,000 2 Medium Density Residential (RMN) 3,000 3 Commercial (CG, CO, DDC) 3,000 3 Public 3,000 3 Industrial. 3,000 3 If the available fire flow is less than the required value, the developer may be required to either modify the proposed method of construction to reduce the required fire flow or make system improvements to increase the available fire flow in the water system to the development. 2.6.3 Analysis Findings Pressure within the distribution system is generally between 50 and 60 psi.The water system master plan did not identify significant pressure deficiencies during maximum day flows. Under peak demand conditions, simulated as maximum day demand with a simultaneous fire flow event, pressures in the system may drop below 20 psi under existing conditions. Recommended improvements to address these deficiencies follow. 2.6.4 Systemeco e aio s As areas within the UGB develop, the City will require developers to extend the transmission mains into these areas. A number of capital improvement projects have been identified to address these current and future deficiencies. The 2018 Water System Master Plan recommends replacing inadequate segments of the water distribution system before emergency situations occur or before capacity problems Exhibit 1 Page 17 of 49 arise. The City will continue annual funding of an ongoing substandard main replacement program. The priorities for replacing pipes is as follows: ■ Pipes in areas of related frequent customer complaints. ■ Leaking pipes. ■ Pipes identified by either maintenance or operations as problem pipes. ■ Pipes four inches or less in diameter, and in areas that have the potential for growth. ■ Undersized transmission mains. ■ Aged Asbestos cement pipe. ■ Aged steel or cast-iron pipe. ■ Lead joint pipes. 2.7 Capital Improvement Projects The 2018 Water System Master Plan assumed that the SWIR area would be included in the 2022 scenario. Table 2-8 displays the water distribution system improvements needed to serve the SWIR expansion areas and other system improvements with estimates the cost of constructing the improvements. The only projects that are required for the SWIR expansion area is the project entitled "SWIR Extension," and the proposed wells. The CIP figure from the WSMP and the proposed water system map for the SWIR Master Plan are included in the appendix of this report. Exhibit 1 Page 18 of 49 Table 2-8 Project List—Water Plan Summary W-1 Well rehabilitation $ 150,000 $ 150,000 $ 300,000 $ 600,000 0% W-2 New Wells $ 1,300,000 $ 1,300,000 $ 2,600,000 900% Water Supply W-3 Hydrogeological Study $ 100,000 $ 100,000 100% W-4 Well 7 Improvements $ 1,000,000 $ 1,000,000 25% W-5 Water Rights Implementation $ 40,000 $ 40,000 100% W-6 Auxillary power for wells#9,11&14 $ 225,000 $ 225,000 0% rrr r rrr err rrr rrr mmr rrr Pump P-1 Parr Rd 3rd booster pump&SCADA $ 175,000 $ 175,000 99% Stations update P-2 National Wall,/3rd booster um $ 150,000 $ 150,000 100% rrr r rrr rrr rrr R-1 Coating Elevated Reservoir $ 400,000 $ 400,000 0% Reservoirs R 2 Altitude Valve Replacement Elevated $ 80,000 $ 80,000 0% Reservoir rr rrr sr rrr sr rrr 10-42 Country Club to elevated tank $ 3,484,000 $ 3,484,000 36% transmission replacement M-38A SWIR water system extension ieveloper Funded $ - 100% Distribution M-38B I-5 Crossing $ 1,200,000 Mains OR-99E connect existing mains to M-39 to M-41 $ 367,000 $ 367,000 100% complete network i M-1 to M-37 Fire flow improvements $ 1,684,000 $ 1,684,000 $ 3,306,000 $ 6,674,000 36% Routine Main Replacement Pro ram "$ 2,000,000 $ 2,000,000' $ 8,000,000 $12,000,000 0% • rrr m rrr rrr rrr r rrr BBB BBB BBB BBB B B B Annual Average CIP Cost $1,454,800 $1,467,200 $1,454,750 5-year 10-year 20-year Exhibit 1 Page 19 of 49 Table 2-9 Project List —Water is ri u i®n System Plan 1101 SEP Transmission Replacement 14111611 M-42 Country Club to elevated tank transmission replacement ' 7,573 $ 3,484,000 Projects for Future Development M-38 SWIR 10111141 01'1 2" 13,612 $ 5,027,000 M-39 OR-99E Southern Extension 8" 927 $ 214,000 M-40 OR99E:Aztec St to Blaine St 81" 389 $ 90,000 M-41 OR-99E: Lincoln St South to Existing Stubout 8" 271 $ 63,000 � 1 r l t / f / ( J / / ( 1 1 5-Year Fire Flow Projects M-1 Reconnect: Brown St to Vine St 121' 54 $ 40,000 M-2 Front St: Stonehedge to Newberg Hwy &Newberg Hwy: Front 12" 1,817 $ 627,000 St to Bulldog Dr Park Ave': Hardcastle Ave to Lincoln St& East/West sections of M-3 81" 1,852 $ 426,000 Woodpark Ter M-4 Lincoln St: Park Ave to hydrant west of Bryant St 8" 756 $ 174,000 M-5 Nuevo Amencer 8" 1104 $ 254,000 M-6 Loop Front St to Salud Medical Center 8" 706 $ 163,000 r / I / t ( / 1 � 10-Year Fire Flow Projects M-7 Southeast Industrial Area Improvements 8111011 5,390 $ 1,520,000 Front St: hydrant east of Hardcastle Ave to hydrant west of M-9' 10" 569 ' $ 163,000 Hardcastle Ave Exhibit 1 Page 20 of 49 NEW. ®® ® 20-Year Fire Flow Projects M-8 OR-99E:Tomlin Ave to Young St 8" 459 $ 106,:000 M-10 Loop: Barclay Sq to Harvard Dr 8" 166 $ 39,000 M-11 Loop: High St to Settlemier Ave 81" 234 $ 54,000 M-12 James St: Legion Park to east end of Apts.& Park Ave: Parkview 8" 10" 1,390 $ 339,000 Ct to James St M-13 Woodburn RU Park: North Leg 81" 348 $ 81,000 M-14 French Prairie Middle School:Hwy 214 & Boones Ferry Rd 8" 907 $ 209,000 M-15 OR-214:Tomlin Ave to Cascade Factory Homes 611811 759 $ 150,000 M-16 Blaine St& McKinlet St: OR-99E west to hydrant 8" 10" 882 $ 229,000 M-17 Glatt Cir: North and South legs 8111011 561 $ 143,000 M-18 Loop: 2213 Country Club Ct to Country Club Rd 8" 226 $ 52,000 M-19 Loop: Industrial,area at end of Shenandoah Ln 10" 703 $ 201,000 M-20 Loop: Northernmost Driveway on Commerce Way 8" 762 $ 176,000 M-21 West ends of Hayes St and Young St 81" 381 $ 88,000 M-22 Park Cir: Park Ave to hydrant,south leg 8" 315 $ 73,000 M-23 Yew St: across 3rd 81" 35 $ 9,000 M-24 Loop: Lincoln Rd to North Pacific Plaza 8" 515 $ 119,000 M-25 Line West of Wellspring Confrence Center 81" 253 $ 59,000 M-26 Rainier Rd: Randolph Rd to Cascade Dr 8" 381 $ 88,000 M-27 Charles St: Charles Ct to Corby St 6" 342 $ 60,000 M-28 Greenview Ct: Greenview Dr. to hydrant 8" 220 $ 51,000 M-29 Oak St:2nd St to 1st St 81" 190 $ 44,000 M-30 Nuevo Amencer extention: 5th St to 6th St 8" 423 $ 98,000 M-31 Safeway on OR-99E 81" 649 $ 150,000 M-32 Loop: Apartments South of Stonehenge 8" 10" 1,114 $ 288,000 M-33 Line to Kerr Contractors 10" 159 $ 46,000 M-34 Newberg Hwy Dairy Queen 6" 193 $ 34,000 Evergreen Rd to line to North and Evergreen Estates to hydrant M-35 101" 307 $ 88,000 east M-36 Lincoln St. OR-99E to first hydrant north on Carol St 8" 493 $ 114,000 M-37 Stacy Allison Way: West end of Walmart Parking Lot 81" 512 $ 118,000 0 Exhibit 1 Page 21 of 49 2.8 Funding The City allocates its water budget into three funds: Water fund, Water Equipment Replacement Reserve Fund, and the Water System Development Trust Fund. The available sources of revenues come from water user fees, service fees, interest revenues, system development charges and miscellaneous revenues. The City last completed a rate study in 1999, and is currently completing an update incorporating items from the 2018 Water System Master Plan Update. The purpose of a rate study is to determine the rates and system development charges that would be necessary to fund needed capital improvements and to ensure the ongoing fiscal health of the water system.The rate studies also ensure that required increases are equitable in terms of what each class of user pays. The rates and charges provide revenue for capital improvements and for operation of the water supply, treatment, and distribution system. Water rates were determined utilizing a cost-of-service or functional allocation of costs.The intent of this allocation is to recover revenue from classes of customers according to the demands that they place on the system. System Development charges can fund projects for growth. The system development charge is the sum of a calculated reimbursement fee and improvement fee. The reimbursement fee recovers costs associated with capital improvements already constructed or under construction. The improvement fee recovers costs associated with capital improvements to be constructed in the future. Exhibit 1 // ai„ ,.o /„ ,,, 111r' / <, r., ,/, r ✓ ",,r 11 r ,,;,/r ,,,,e,,, ",'/ ��,� ♦ /„n,,, �.�.�ic, ,�Jarr,", „/„”„ � � „✓ �(� iii/ �,;;; r //��r „�;,,ii ,;,,:. r/,,./,,,r✓, .,A 1,fllfrJi/ rrrrr,;,;' e ....rd OFF/ / ,p.,1r r / ♦,..rr rl/b, J "� r,,. ,2 r; ,h'..i /'r11f t / r11 rrr /♦ / /,3, /,r,// C/r, / „f,¢lr ////, rr r I r, rr r /III ,.; r rrr//r, /rc /,.: ,,r, r.. .,v. II ./. AR, .,.. ,l,.. r ,J,,. r Il, r : cr.,r !„r. / ♦ /, .r rrri,, r rli ,rel.3”,� J Yf r6/,, /,r,,, ,f r/.Y oi�,✓ �,/ a„«^ :✓�v: �;%G ♦ „//,,, I` r '/r, r ',,�/,,�%/«il(I�� oy ”/„✓,�'«,” ///rr, rV'; /-a 6rtlf�;or r r//ff/l rvi%/�� l r «'" "+' ,0 / ,: �country�Ciub •Q/ o ',„ a //� /r'/iFr�,lri/�/� ,- r� r,w«e,;� •' ';'�N” or�a'•;�•I rr r' wqe/�/d 1 1r' /rNy„�� 'rr +"J/w� ��/�r��/��1/rr/J�pr!JJ %✓ir//r/r��///r' / ° yi�irWI df4onal e1r1r�1�0 ,,, - /M/1/ir// Qr�f 11 %, �/p ry�%//rl//�Q/ /air/ /� « ,%-�ar� �qe a� ��� �✓j // 8 ll v r rrn p� �! � ,'„ ,;,:, „„ ,,✓, „ ,� :. m";". / /// /r � 9 14s1�"„ r� « rr « n'rrrr 0,.4'o e, ,,,,,,,,, /%r /�,, kr,4 // ., �"„/ � A//r fid„ Y,�✓'�r.�����i�/f��t. m�y r,�,.,Qrr I m �r?%�r/ /r�/'i"%i„ I ji ♦ 'r,/% /ml �t« I �ppI{ Ql «� ,r�� I �y� l//Q/ � r p°���:°« �,/i�/ �/� ,�,,;��ii Ira r'OeyWell3 Library", /, ,♦ /iia a villi/ ,a r «„ / r /j l�Pllr f:: air ' ur”' %G �, R ;! i,/ �// ,Well 13 �;n;1 t r ,, ,;v.. �t 1. �nrda, Exhibit 1 Page 24 of 49 Secduiri Sanitary Sewer Plan 3.1 Wastewater Planning History In November 1993, the City of Woodburn was notified by the U.S. Environmental Protection Agency (EPA) and the Oregon Department of Environmental Quality (DEQ) of a new requirement to develop a plan to meet the more stringent Publicly Owned Treatment Works (POTW) effluent limits developed for the Pudding River. The volume of water in the Pudding River, during the summer months (July and August), is so low the river cannot dilute the treatment plant effluent sufficiently. Low flows result in oxygen levels, needed by certain aquatic life, to be below acceptable limits. The inability to maintain sufficient oxygen levels is the main reason the Pudding River has been classified as a water-quality limited stream. Total maximum daily loads were established for the Pudding River and waste load allocations were set for the Woodburn POTW. Waste load allocations are formally required as part of the National Pollutant Discharge Elimination System (NPDES) permits. DEQ cannot reissue expired permits until some ongoing litigation is resolved, so many communities have to operate off of existing expired permit terms. Woodburn is currently one of those cities running under an expired permit, so technically it does not have to meet the new TMDL requirements. However, the City should prepare their system to be in compliance with their allocated waste load allocation in preparation for the day that DEQ can reissue permits. On December 28, 2004, the U.S. Environmental Quality Protection Agency (EPA) and Oregon Department of Environmental Quality (DEQ) issued the City a National Pollutant Discharge Elimination System (NPDES) Permit. The compliance schedule with this permit requires the City to develop a plan and construct facilities for meeting the more stringent POTW effluent limits developed for the Pudding River. The treatment plant's wastewater effluent temperature/winter ammonia discharge is higher than can be directly discharged to the Pudding River during parts of the year. Increased river temperatures/winter ammonia levels have an adverse effect upon aquatic life. DEQ has established temporary temperature and winter ammonia limits until the establishment of total maximum daily loads for the Pudding River and waste load allocations are required for the Woodburn POTW by the next NPDES. In response to DEQ's Pudding River notification, the City prepared and adopted the 1995 Wastewater Facilities Plan for its wastewater treatment and collection system. This plan was updated in May 2010. This plan is designed to guide operations and improvements to the City's treatment system through the year 2030. In addition to providing upgrade guidelines for the existing system, to meet regulatory requirements, the facilities plan provides for increasing the system's capacity to accommodate planned residential, commercial and industrial growth. Exhibit 1 Page 25 of 49 Additional efficiency is built into the plan by providing for phased construction of the improvements. The estimated cost of treatment facilities is divided into three phases that coincide with previous plans. Phase 1 improvements have already been completed, so they were excluded from the updated plan's CIP. Phase 2 represents year 2020 improvements and phase 3 represents year 2030 improvements. Phase 2 estimated costs (in 2017 dollars) are $30.3 million, Phase 3 estimated costs (in 2017 dollars) are $0.1 million. The plan will enable the City to look ahead to long-term needs through the year 2030, while implementing the improvements only as they are needed. The 2010 Wastewater Facilities Plan's CIP was developed assuming 38,916 persons in 2030, and thus can readily accommodate the coordinated Year 2037 population projection (35,025). The projection for this plan was based on an average annual growth rate that ranged from 1.22 percent to 1.56 percent (based on Marion County's projections for each 5-year period), whereas the Wastewater Facilities Plan utilized a growth rate of 2.8 percent until 2020 and then 1.9 percent. Based on this information, the proposed improvements presented in the existing Wastewater Facilities Plan will provide sufficient capacity for the SWIR area and projected population growth through 2037. Table 3-4 identifies projects to serve the UGB with the SWIR area. The Wastewater Facilties Plan study area encompassed the area within the Woodburn UGB and potential UGB expansion areas that are now included within the UGB. Some areas outside the UGB were also included in the study for public health reasons. 3.2 Treatment Phase 1 of planned improvements to the wastewater treatment facility was completed in 2003. A diagram showing the physical layout of the treatment facility is shown in the Wastewater Facilities Plan. The system flows were updated for this plan since the last wastewater facilities plan flows were calculated nearly a decade ago. The current flows and loading are presented in Table 3-1 with the hydraulic design capacity of the treatment plant. The City reports that biochemical oxygen demand (BODS) levels have remained approximately the same, so no update to these values have been made. Exhibit 1 Page 26 of 49 Table ®1 WWTP Loading and Capacity ®,m ®ee ® me Annual Dry Weather Flow(ADWF) 1.90 4.1 Annual Average Daily Flow(AADF) 3.00 4.8 Maximum Month Wet Weather 5.96 Flow (MMWWF5) Peak Week Flow(PWkF) 7.19 Peak Daily Average Flow(PDAF5) 11.45 Peak Instantaneous Flow (PIF5) 11.53 16 Average Daily BOD5 4,500 Ib/day 6,500 Ib/day Maximum Daily BODS 10,575 Ib/day No major improvements to the facility have been necessary since Phase 1 construction. Phase 2 improvements will be constructed when Phase 1 facilities near capacity. The facilities plan estimated this to be around 2020 but will likely be further out based on the recent flow analysis. The WWFP recommends construction of a separate industrial WWTP. The City maintains at least four large contracts with industrial facilities stating how much water can be discharged. These contracts currently allow for the release of far more discharge than is currently being released and as such, this is not currently a critical need to meet existing treatment requirements. If the SWIR area develops as anticipated with flows typical of other light industrial areas in the City, an additional 0.4 MGD peak wet weather flow is expected from the area according to WWFP projections for base flow and Rainfall Derived Inflow and Infiltration (RDI I).This will not necessitate a separate industrial treatment plant, and therefore it was excluded from the project list in section 3.4. The instantaneous capacity of the plant is not growing as quickly as projected and is currently only 72% of the design capacity of the WWTP. The City should remain proactive in analyzing new development impacts to determine when WWTP expansion will be needed. When the actual peak instantaneous flows to the WWTP come within 1 MGD of the existing capacity, alternatives should be reevaluated to determine what are the appropriate improvements to be implemented. 3.3 Primary Collection System The wastewater collection system conveys wastewater from residential, commercial, and industrial facilities to the treatment facility. A diagram showing the layout of the existing sewer trunk and interceptor lines and pump stations is shown in the figure at the end of this section. The Woodburn sanitary sewerage collection system is composed of approximately 87 miles of sewer line and 8 pump stations as shown in Tables 3-2 and 3-3. Figure 1 shows the sewerage service area analyzed in the Wastewater Facilities Plan and shows areas considered for service expansion outside of the current UGB. Exhibit 1 Page 27 of 49 The Wastewater Facilities Plan provides a description of potential needed improvements to the collection system in existing and future conditions. The 2020, 2030, and 2060 conditions in the Facilities Plan assume that the SWIR area is developed at 750 gallons/acre/day. The results of the hydraulic analysis showed that the Mill Creek Pump Station and I-5 Pump Station require capacity upgrades, as well as the I-5 Pump Station Forcemain. Further analysis of the condition of wastewater collection facilities is included in Volume II of the Wastewater Facilities Plan. The CIP shows projects that will be needed through the Year 2030 within the City Limits. Table ®2 Pipe Diameter and Material Inventory (Lengths in Feet) unknown 45 368 32 " 3,272 3,717 !19%. 4 896 101 1,747 2,745 6 1,894 1„387 145 2,270 3,114 15,765 24,575 6% 8 63,254 87,014 1186 580 92,294 4957 20,870 27,0153 64% 10 10,060 1,2,329 147 105 13,748 2,510 339 39,236 9% 12 5,919 8,687 2701 5,707 1,921 4,096 29,030 7% 14 209 2171 426 0% 15 223 13,557 745 1,323 15,848 4% 16 3082 155 167 i 3,404 1% 18 8,763 1,987 500 11,250 3% 24 1„576 437 3,993 29 6,035 " 1% 27 2,177 2,177 1% 36 1934 1,934 0%' Forcemain 14,355 14,355 3% sum 84,418 124,133 4,983 685 134,483 13,503 62,680 424,885 100% %of total 20% 29% 1% 0% 32% 3% 15% 100% Table 3®3 Pump Station Capacities 1-5 1215 3160 Santiam 112 -- Stevens 191 226 Greenview 406 -- Industrial 550 -- Mill Creek 9800 11,797 Rainier 300 -- Vanderbeck 700 'Firm Capacities from Table 5-1 and Additional Capacity from Table 5-2 of the2010 Wastewater Facilities Plan Exhibit 1 Page 28 of 49 3.4 Capital Improvement Projects The 2010 Wastewater Facilities Plan assumed that the SWIR area would be included in the 2020 scenario. It notes that both of the pump stations downstream of the SWIR area are undersized in the 2020 scenario. Table 3-4 presents the wastewater collection system improvements needed to serve the SWIR expansion areas and estimates the cost of constructing the improvements. The existing wastewater collection system would not have sufficient capacity to efficiently serve the SWIR expansion area. These are illustrated in Figure 8-1 of the WWFP which is included in the appendix of this plan. The proposed wastewater map from the SWIR Master Plan is also included in the appendix of this plan. Table ®4 Project List —Sanitary Sewer Plan ® . ® ® `® Mill Creek PS Stage 1 $616,500 Mill Creek PS Stage 2 $3,212,000 1-5 Pump Station $1,611,500 1-5 Forcemain $3,813,500 SWIR Area Sanitary Sewer Extension $11,987,000 Woodburn POTW Phase 2 $28,050,000 Woodburn POTW Phase 3 $6,000 Natural Treatment Systems Phase 2 $9,481,500 Natural Treatment Systems Phase 3 $138,000 Stevens PS Pump Station $1,220,500. Young Street Pipeline $2,186,000 Front Street Pipeline $1,282,500 Mill Creek Interceptor Pipeline $2,287,000 Progress Way Pipeline $1,679,500 Hays Street Pipeline $2,503,000 Brown Street Pipeline $1,148,000 Sanitary Sewer Service to North Pipeline $6,435,000 Sanitary Sewer Service to South Pipeline $986,500 Area outside UGB Pipeline $10,554,000 Pump Station Upgrades Reliability $339,000 SWIR Total $58,916,500 Overall Total $89,537,000 SWIR specific projects are shown in bold. Exhibit 1 Page 29 of 49 3.5 Funding To assure that the impact of providing and maintaining new sewer collection facilities is not a burden to the community, new development will be required to pay for the cost of collection facilities needed to serve such development. Extra capacity facilities required to meet the standards of the Wastewater Facility Plan will be paid from accumulated revenue of the System Development Charge Fund. The City will continue paying the cost of maintaining and improving the existing collection system with funds derived from user fees. Treatment plant upgrades will be financed through a combination of system development charge funds, loans, and grants. Exhibit 1 r %,, ,r ♦/,,,,,, r f .,,. 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(q n ,^N+' �� �l �� n� ,;;/r ^"i'ra,a5 I(% / „���� /'�,�r :p r', / ', rv '%'//("M',,mum"'n, �r ((�,, �,,. G/l/�/�u r ?fi :m�f b�(�r♦^��Jf IIS/ 9��"'.r a'^ b ::: �°;,;i ,,,,, Xr�pj♦, �« &„' /%ra;////� „'�` r rV�.:” k',r;/ e,��,' „�„, wr/,e ;:, / "t"'a� r*,,, ,Gree,nwew PS ; �' �i s ' ��'.:/,,;,, ps- a � �, ✓ r/ � �� ,ter// s! / ry; :,� FAY 1 , Ps s r / rg / �, � r '%%%;,,, '' ,, /rl °o ��1, � ;;/ s. ,b � / !dam w' l rr riu �rf, ,W„"//�//i / ,,, ��i % �J 1 ✓a! ii„r, ,, Mal �ii ;.. ,,.✓ in;;r. `/ ii r/i .,, Ml. �� i f S�' / I° , /„ m� „�, ��Ynrr, �J r G°/' ,,i,irr {' /� ♦�/ �flr ,,,.r//%r/'%%/I� ';.J/fj��IJ/I�I jr Legend ;✓ & M1 ^,ren mPrf mf rrr ,3R!Ir r/ l ;u, ,t,; o��//�ir �� //�� r/p'! /��JG/ rn�'. Pipe SWIRconnecti », PIP 7"d on /vll,r?�i/ ` / 6”or less • Nodes aty / e g.,-10" ss Pump Station %"� %� %%//�„ to wm ✓/.9i; 'e /..... e „ /riII G. -^^--w 12"-16" wwwTP w/rP ;r'! / /%r 'f ' 'e ai, e, ,Food Serwce,of/Ameoca'PS ,,,,,,,,,,,,,,,18"-20" SWIR Area /i% �,,.: ..24"-36" Tax Lots ....Force Main - �UGB //i ' (fir City of Woodburn 0 750 1,500 Feet murraysmf7h /C7Cd.1.71fPublic Facilities Plan Update Wastewater System �` J,,IY 2013 17-1993 Exhibit 1 Page 32 of 49 Sectlairi Storm Water Plan 4.1 Introduction The Woodburn Storm Drainage Master Plan was prepared by Crane and Merseth Engineering/Surveying between 1996 and 2001.The study area of the Storm Drainage Master Plan included the area within the UGB as it existed before the 2005 amendments and areas immediately surrounding the City that contribute runoff to Mill Creek and Senecal Creek upstream of the City. The study area comprised approximately 9,447 acres. The Storm Drainage Master Plan was based on the impervious area that existed in the base year, 1994. Impervious areas were projected for future land uses based on an assumption that every parcel within the UGB would fully developed at the maximum density allowed by the 2001 Woodburn Comprehensive Plan Land Use Map. As noted, there are two major drainage basins within Woodburn - Senecal Creek and Mill Creek. The smaller basin, Senecal Creek, is divided into 13 sub-basins and the larger basin, Mill Creek, is divided into 51 sub-basins. These drainage basins contain development in SWIR area, although the land use assumptions may have changed. 4.2 Design Storms The National Oceanic and Atmospheric Administration (NOAA) Published the Atlas 2 which defines how much rainfall will fall in every area throughout the United States during several different storm events. Table 4-1 shows the rainfall depth for 24 hours duration of different storm event frquencies in Woodburn. Since it is impossible to protect against every storm that could possibly occur, communities must pick a level of protection that is reasonable when factors such as cost and consequence of failure are considered. The City has selected the 25-year, 24-hour storm to be their design storm for pipe facilities and 100-year, 24-hour event for new detention facilities. Exhibit 1 Page 33 of 49 Table 4®1 AA Atlas 2 Volume 10 Rainfall Depths R11 i R2-year 2.3 5-year 2.9 10-year 3.3 25-year 3.8 50-year 4.2 100-year 4.4 4.3 Existing Inventory The Storm Drainage Master Plan contains a June 1999 inventory of the existing public storm water system's facilities in the Mill Creek and Senecal Creek basins in the City of Woodburn, but it is missing manyfacilities in the system. Since the master plan, the City has put together a Geographic Information System (GIS) to better catalogue and map their system. Although it is currently still a work in progress, it is more complete than the master plan. Tables 4-2, 4-3, 4-4, and 4-5 list the currently catalogued information for culverts, conveyance piping, ditches, and other storm water infrastructure. Table 4®2 Existing Culvert Length Inventory IMINEMESimmil= 811 44 44 0.5% 12" 148 3,548 39 58 3,793 45% 15" 107 117 224 3% 18" 7 291 146 444 5% 24" 226 226 3% 30" 112 112 1% 36" 148 148 2% 42" 483 483 6% 481' 275 403 244 922 11% 54" 393 393 5% 60" 618 618 7% 72" 301 301 4% 96" 172 172 2% 108" 170 170 2% Other 215 246 461 5% Total 1,950 5,664 448 302 146 8,509 100% %of total 23% 67% 5% 4% 2% 100% 100% 1. Indicates approximate length only, no field survey data Exhibit 1 Page 34 of 49 Table ®3 Storm rain Piping Length Inventory 4" 175 175 0.1% 6" 2514 260 617 174 3566 1% 8" 19577 661 5272 180 352 26041 8% 10" 23643 2158 10465 1152 187 958 38562 12% 12" 458 1563 41411 5260 17996 1244 149 761 68841 21% 14" 359 359 0.1% 15" 214 3456 15252 7496 8004 20 748 35191 111% 16" 270 270 0.1% 18" 2163 21646 5207 5182 2345 36542 11% 21" 232 4053 1309 235 5830 2% 24" 723 1842 17600 2549 3443 543 389 27088 8% 27" 1313 59 1371 0.4% 30" 390 1891 7202 2144 270 977 12873 4% 36" 2655 7540 494 95 2054 2323 15161 5% 42" 2695 1151 868 225 4939 2% 48" 1187 1273 18 2478 1% 54" 440 440 0.1% 72" 99 99 0.03% 78" 144 144 0.04% Unknown 1 1 929 3157 112 1 1 1 36563 40760 1 13% Total 1627 4475 11843 ; 169585 26545 54608 2755 3420 45873 320732 100% %oftotal 1% 1% 4% 53% 8% 17% 1% 1% 14% 100% 100% 1. Indicates approximate length only, no field survey data Table 4®4 Existing Ditch Length Inventory �����mqupi�IIIIV u1 III, t iIPV �UIII 1' 682 682 4.9% 2' 50 50 0% 3' 300 300 2% 4' 131 131 1% 5' 1,652 1,652 12% 6' 3,892 3,892 28% 7' 420 420 3% 8' 274 5,062 5,336 39% 9' 262 262 2% 10' 1,133 1,133 8% Total 274 13,584 P100% 3,858 100.0 %of total 2% 98% 100.0% Exhibit 1 Page 35 of 49 Table 4® Other Storm Water Infrastructure ENIMEM= Manhole 698 Catch Basin 1716 Outfall 56 Dry Well Sump 4 Detention Facilities 8 Inlets 108 4.4 Needed Drainage Improvements to Support Growth Recommendations for needed storm drainage projects through the year 2006 within City Limits are found in Chapter 9 of the Storm Drainage Master Plan. Very few of these projects were actually completed and growth has been the main driver of stormwater projects. The City plans on creating an updated Storm Water Master Plan in the near future, and new system inventories have been completed to better understand the system, since completion of the last plan. New additions to the system such as the SWIR area will be required to detain peak flows onsite to avoid additional impacts to the system downstream as described in the following subsections. 4.4.1 DetentionPolicy Implementation The Storm Drainage Master Plan includes a Storm Water Flow Management Program, including policies regarding detention. This policy requires on-site detention for new developments and identifies several locations in the City where a public detention facility may be sited. Portions of the existing drainageways function as detention sites. These sites will continue to function as detention areas. Programs directed at improving public safeguards during periods of high flow and incorporation of storm water treatment will be continued whenever possible. Detention facilities are sized based on the City Council adopted guide presented in Table 4-6, "Volumes for Different Intensity Storms for 10-Acre Site." The values in this table are based on the rational method. It requires that the difference in flow before and after development for each storm recurrence interval be detained. Exhibit 1 Pane 36 of 49 Table 4-6 Volumes for Different Intensity Storms for a 10-acre site INE LZL 0.71 3.313 32,205 2.7hr 0.25 L167 11,340 LZL 0.71 3.087 30,672 2.76hr 0.25 1.087 10,800 2.86hr 0.25 M96 10,255 L2L 0.71 2.582 27,605 2.97hr 0.25 0.909 9,720 0.935" U1 2.024 23,899 3.28hr 0.25 0.713 8,415 To analyze the system, the SVV|R area was broken into two portions that are divided by 1-5. It is assumed that flow will not be conveyed across 1-5. The 50.8-acre portion to the east of |5 will be referred to as South SVV|R, and the 130.0-acre portion to the west of 1-5 will be referred to as the West SVV|R. The South SVV|R is expected to drain to existing storm pipes, and new pipes are planned for the West SVV|R area which will outfall toSeneca| Creek. Both areas will need detention for the difference in runoff volume between pre- and post-development conditions. The results are presented in Table 4-7. Table 4-7 Volumes for Different Runoff Calculation Methods South SWIR 2.2 West SWI R 5.6 4.5 Requirements for New Developments s 4,5,1 [^'tV Of UUOOdbU[D RUDOff FleteDt'OD Requirement 1> Construct device that has capacity for detaining difference in run off volume received by undeveloped and developed land for a 25-year storm. Exhibit 1 Page 37 of 49 2) Construct a discharge orifice of a size that the quantity of run off through the orifice is equal to run off flow from a storm of 5-year or less, undeveloped land. 3) Construct a detention facility to have a post-development 25-year capacity with a discharge orifice (or structure) sized to limit outflow to no more than the undeveloped site peak run off for the existing (undeveloped) 5-year frequency storm. Detention volumes calculated by the following methods are acceptable: A. Santa Barbara Urban Hydrograph routing model (as prescribed by the King County Surface Water Design Manual) for the post development 25-year runoff hydrograph detained back to the existing 5-year peak site discharge. B. 18,883 CF/ 10 Acre drainage area as per City of Woodburn standard table, above, based on the rational method. 4.5.2 Safety Requirements 1) Depth of storm water within 30 feet from the edge of detention ponds, if open to public, shall be limited to 3 feet, then gradual slope (3%) to higher depth shall be allowed. Maximum pond side slopes shall be 3' horizontal to 1' vertical, however, gentler slope is desirable. 4.6 SWIR Area Projects Table 4-8 identifies storm water projects that will be needed to support planned development in SWIR area. For the purposes of this Public Facility Plan, storm water system improvements are focused on detention facility volumes to serve the fully developed SWIR area. Based on development timing, phasing and final development type, this volume may ultimately be met through multiple local detention facilities. Further analysis and planning for the SWIR area will better define how detention volumes are achieved. Note that minor collection piping within SWIR area is not included in the pond cost estimates as they will primarily be part of on-site development planning. The preliminary master plan for the area was created by others and is included in the appendix of this report. It does not show detention locations. An estimated cost for the projects in the figure is shown in Project 3 in table 4-8. The City highlighted a need to replace the culverts in Seneca Creek, as they are in disrepair, and likely undersized. Further study will be needed to determine culvert sizing and configuration. The price shown is based on a similar large culvert project but may vary significantly from the actual costs based on site and hydraulic conditions. The culverts are in ODOT right-of-way, so it may not be the City's financial responsibility to replace them. Exhibit 1 Page 38 of 49 Table ®8 Project List- Storm Drainage Plan 1 West Area Detention Pond(s) $1,239,000 2 South Area Detention Pond(s) $561,000 3 SWIR Master Plan piping $2,877,000 4 0DOT Culverts $2,000,000 4.7 Funding To assure that the impact of providing and maintaining new storm drainage facilities is not a burden to the community, new development will be required to pay for the cost of storm drainage facilities needed to serve such development. Extra capacity facilities required to meet the standards of the Master Storm Drainage Plan may be paid from accumulated revenue of the System Development Charge Fund. The City will continue paying the cost of maintaining and improving the existing storm drainage system with funds derived from a combination of system development charges, Local Improvement Districts, and street maintenance and construction funds. Exhibit 1 o, Fl"!r ✓ror�k Fg Age 39 IV /i/%, i / rr, o l m"°a r''".rr li " i /,, Of, s r �Rnll Q,O s� R' ,; sr nra q)06 y /� ri x ,, y mw "''C m leis 1flp�'C� 6 p r s � ,� �. .g��,*' t •. 'oaf d r m r y ,a r/ 17 } 1 y r er N •9, r1 //,„a N ° .dk /����//� a 'qµ „�sb., s o,w.sy T ar �roa Y / c ArNF" ,' 71 A Legend Pipe Diameter -culverts ;Detention �»Unknown Ditch SWIR Area 10 or Smaller Stream or River 100-Year Flood Plain 12"-15" Q Outfall 500-Year Flood Plain 18 21" o Manhole Wetland Catch Basin Tax Lots 72 and Larger 10 Foot Contours ,�r m,��//����/���/�%%//aA�a 4 p�r.,�f%�'(�%uir /Ii /� Q;a�� ri✓�N g (bra City of Woodburn Mapped Storm Water System � -. 0 750 1,500 Feet murraysmf7h WC7Q'1.71f IJPublic Facilities Plan Update and Flood Plain J,,IY 2013 17-1993 Exhibit 1 Page 41 of 49 Public Facilities Plan City of Woodburn Transportation Plan July 2018 PR Glke 6922 OFIEGiON C12 U DKS Associates Transportation 720 SW Washington St. Suite 500 Portland,OR 97205 Exhibit 1 Pane 42 of 49 ������ �. � ���� � Transportation ��� �� �� �[ ��� � � 5°1 Introduction The Transportation System Master Plan is currently in progress. Details of the transportation system components will be found in the Transportation System Master plan when it is complete. 5.2 Capital ap~tN Nmprovement Nan for SWNR A rea A transportation project list has been provided as part of the Woodburn Facilities Plan Update. The project list includes a package of 13 roadway and intersection improvements identified to serve the Southwest Industrial/Urban Reserve (SVV|R) area. The transportation project list was developed by DKS Associates based on review of the adopted Transportation System Plan (TSP) and draft documents from theSVV|R Master Plan. Planning-level cost estimates were developed for each of the identified transportation projects based on project assumptions, regional construction unit costs, and engineering judgement. Costs do not include the costs for land acquisition and easrnents as they can vary significantly depending on the property and the owner. The updated transportation project list was developed to aid the City in implementing community-supported transportation projects and support pursuing external funding opportunities until the Transportation System Plan (TSP) Update is completed (expected in late 2018). The TSP will provide a comprehensive revaluation of long range transportation needs, priorities, and solutions for the community. 17-1993 Page 5-1 Public Facilities Plan ]u|y2018 City ofWoodburn Exhibit 1 Woodburn F.dlifi..Pl.. Tm-p—ti—P,,j,a LM Page 43 of 49 Em Emmm Emm mmm .......... III R.—d 1—g—Ild 1—Rd Rd III I T11/1. 1 ­1 (11). --d,"p: em Mio1111,11,Rd I. --,hdlf—1 dZldl"" "p` III —ddm-l— I—ld —1-11.1d Z'. A ZId —I IRld- I-- Sl�A�so)n W, I�'no�'<�os�'-I h'7'� I��enterto�o is 1, I TSI/SWll I—TSIAll.—l—Iploi-Ill.(AI). nd ddnn I- ='oon'h.hgl'./p d foss —'d dt' d� III Rd 1—Rd 11 111 mo,A—dl I I.s I.s TSI/SWII 11-d A Wyd I- Ih I I Ih I I S"'y I 1�sno. ___ Is"_TS, I. Sl­All,son Wy 1—son lonl—I lo nI.—n —d 1.1p.d A I' I--loll-o, III I.,1-d SI­All,son Wy 1—Rd S-y All,so Wy I— .,I S."-loll-lo, 1� 1 1- 1.s TSI/SWII Ip'oj-Il' (AI). Ipg,,d,lo lly=,,,hdb ertom A III dem-IRn 11 211 lull—Ile Rd WIllow Rd ",I .­Ale,dl 111 2 1 les les TSI/SWII (2) Wood- on—c"o Access S,=eSl _d III I o�d Wo o dl— A ull—I le I d 1 1211 Access Sl,eel 11 2 Rone les swil Wo 2,—,— le 1,un Rd Ilens, lo—ucl lo Access Ih A Rd fulu,e S"ee'_n_ds III Rew 1-d Ie 1,un Rd lull—Ile Rd Indu.,,dl 'I Access Sl,eel 11 2 Rone les Rew A�=s2SI'2 P� _d 1,211,111 lon—e lo Access Sl,eel Bun Rd Rec—end Access SI,el SWIR lols w,Ih 2 III Rew 1-d Indu.,,dl Illens on) Wood—Rd —I Access Sl,eel 11 2 Rone les Rew 2 lwy=sRd lon—cl lo ncass, (oeaisOeAccess , Ra A d III.dI I,om Wooeiaoe A.e I I R us wpm h 2 12 1 p R d lwy Access Rd I R 2 11 '1 Access Sl,eel 11 2 Rone les SWIR e nl Ind den n lude ewe RdllR 21IInle,sel,on Bull—lle—n-R I So pwe d'loo bee h 211 IS I/SW I R 111 2,111,111 :dpengb,nd �lnd Ae�l Ipnco udes I I bngW enue Wood-dA—,dblocklnIe,secIRn n ghl,ng pm e en 112 Woodl--e SWIR Access Sl,eel--d. ewe RdlIlllRd Inle,secImnBull—lle—ndl— sou'hcd ou nod d el—k--Solu,o n Rd Rew e.pe led I be ef ned I h gh III upd:e T1.1 Exhibit 1 Page 44 of A9 V 219 / / 219 ; 214 1IILSBORO 1 SILVERTON 1 1 i Sr8" l9/ y l WOODLANE A6/ / 0 �%aiaai i 1 ' „ aaaaa � 1 1 o _ C4 i 1 1 1 ii• .11 HOOPER Sr , o /aa�'aa� W@ ']tE V. CSWEET WA y �i� �► LE,BRUN RD NE fl� � '„ / fl� i i / PARF;` ,'wwuwr aGG auk Gu6GGf ani uouu saaNUG iiiiiiiuoY f ROWE- AP, MauGa % ia ..... %11111, c�fl,. ii %%%%%%%%/ice � .::... ..............iii............... i 1 ,,,,,,,,, / Note:Proposed Roadway a /aa,,,�/����i f,,� aaaaaaaaaaaa�? Scale(approxima#e) Alignments are Preliminary and May be Modified a ��°' a '��� Y i // / % 0' 500' 1000' During Development Review LEGEND iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillillillilliillillillilliillillillillillillilliillillilillilI -Improve MajorArterial uuul-Project Number 11111 -Construct MinorArterial 00000000000000000000000000000001001011101 -Improve MinorArterial Transportation Projects uuuuua uu11 uuuuuua Intersection mumu uumumu uumumu uumumu uumuu -Construct Service Collector M , Improvement _Construct Access Street Woodburn Facilities Plan Update No Scale Exhibit Pa e45 of 49 Appendix • Water Cll' figure from lNntrr System Master Plan • Wastewater Clk' figure from Wastewater Facilities Plan • .SWIR .SiormwTier CII' figure. from SWIR Master Plan Exhibit 1 Page,46 of 49 II_ s� � •��'� -y�,l Well 14 J I, 0 a" J ( .� e (well : l 7 Country c 1 v ,I( s �a4onal Way Wai110 u well] I I J= Well 1 1 1` l '0 �� � � L•I m I 1 � g. WVeYl3 Lvlbrary�< � I -�i it,evrated Tank ar n� well 13 �/ r well T2 r Parr Road +. % �4, 2,000 4,000 Feet IIIIIIIIIIIIIIIIIIIF w ri-Fre Department eevar Cit of Woodburn v� Y uuuuuum°°uuV � C1 P W. �;Pli Water System Master Plan �i� 3- °w °" ® RgeN rP�P°psm°°° ��� murraysrmth .. a-z °w 4s1°°°1 ® w� �Decem Ver 2017 16-1934 Exhibit 1 Page 47 of 49 r v I � ... r ri Map Location 1-11 , Stevens P.S /�// ,� � p pt LEGEND Pp P t t /"`"4j9 Pump Station Improvement ,i,,,,, Industrial PS's ® Pump Station(PS) w� Manhole Y'� � %/ T a Existing Pipe Improvements Way 2020 Pipe Improvements �, Pp line g Project Rtalmer PS a s " � - r 2030 Pipe Improvements ", Force Main Pipe Improvements Creek PS ISFM 'tea " : MS ®�SWMMPip es 10"or Greater v a r ` .. , t ;. `Pofin ri ri Project j; Mill Creek PS r Collection System Pipe ,rr i' I 2 / H sit t Project Ph 1 s L. uoa zoosi Pipeline1 r � � - r // °YFx .. �.. Roadway Centerlines r l r f •Greenvldw PS yy tett t5 f r � / 3 Y ng St t IneProt t // r irownStreet Pp Pi tett ' ; Pia r� n , "South rrStrePS FIGURE 8-1 Identified Capital Improvements r:: CH2MHILL Exhibit 1 ,l r i ifr i/ it r E TI S'p D OF-�OSE?ST RM/D�R+ X]ST1NSF EF fi T9NG 11ETBUF ER G i �° aP WOODBURN SWIR MASTER PLAN 'embe,°�' s`"® Job h 21a022B.0m FIGURE 8. STORM SEWER SYSTEM N...m.`"Elgll"la Exhibit 1 Page 49 of 49 R(",(" `�,rv;VV ')I.Ii AV I'VIJI , ,`�rv;lJl l l //ff70 I"()RI I Alvll..,R, OR 9/,?C)4 vvvvvv.I1"1Urroy"I"IIiti-I.U57 Exhibit 2 Page 1 of 4 Analyses & Findings This attachment to the staff report analyzes the application materials and finds through statements how the legislative amendment relates to and meets applicable provisions. Section references are to the Woodburn Comprehensive Plan, Oregon Administrative Rules or Woodburnlf) li .i .! O[ „....................ince „ ,l ,,,,,, ,, ,, WINO . Legislative Amendment LA 2018-03 Page 4 of 7 Exhibit 2 Page 2 of 4 Legislative Amendment Provisions of the WDO 4.01 Decision-Making Procedures 4.01.02E.Type V Decisions(Legislative):Type V decisions involve legislative actions where the City Council enacts or amends the City's land use regulations, comprehensive plan, Official Zoning Map or some component of these documents.Type V decisions may only be initiated by the City Council.The Planning Commission holds an initial public hearing on the proposal before making a recommendation to the City Council.The City Council then holds a final public hearing and renders a decision. Public notice is provided for all public hearings(Section 4.01.14).The City Council's decision is the City's final decision and is appealable to LUBA within 21 days after it becomes final. This legislative amendment to the WDO Comprehensive Plan and qualifies as a Type V decision. Staff completed the public notices for the Commission hearing date of December 13, 2018, specifically a newspaper ad in the Woodburn Independent and mailed notice to select agencies— including Marion County, the Woodburn Fire and School Districts, and the Oregon Department of Transportation (ODOT). The Planning Commission's recommendation will be forwarded to the City Council for consideration for adoption. Comprehensive Plan Policies, OAR's & Statewide Planning Goals Comprehensive Plan I. Public Facilities Goal 1.9 To ensure that growth is orderly and efficient,the City shall phase the needed public services in accordance with the expected growth. Extensions of the existing public services should be in accordance with the facility master plans and Public Facility Plan in this Comprehensive Plan. Policy 1-1.1 Public Facilities and services shall be appropriate to support sufficient amounts of land to maintain an adequate housing market in areas undergoing development or redevelopment. Legislative Amendment LA 2018-03 Page 5 of 7 Exhibit 2 Page 3 of 4 B. Citizen Involvement and Agency Coordination Policy B-2. Woodburn shall coordinate with affected state agencies regarding proposed comprehensive plan and land use regulation amendments, as required by state law. The PFP ensures orderly and efficient growth in the City. It includes projects and associated costs necessary to provide public facilities and services. All state, county and regional entities were notified pursuant to state law. Statewide Planning Goals Goal 11 Public Facilities and Services To plan and develop a timely, orderly and efficient arrangement of public facilities and services to serve as a framework for urban and rural development. The proposal directly addresses the intent of Goal 11 by adopting a Plan that provides for orderly and efficient public facilities and services. �,� Goal 14 Urbanization OAR 660-015-0000,, ,,,,,,,,,,,,,,,,,,, To provide for an orderly and efficient transition from rural to urban land use,to accommodate urban population and urban employment inside urban growth boundaries,to ensure efficient use of land, and to provide for livable communities. The proposal furthers this goal by ensuring efficient use of land and providing for livable communities by planning for infrastructure to address future growth within the city's UGB. Oregon Administrative Rules: 660-011-0045 Legislative Amendment LA 2018-03 Page 6 of 7 Exhibit 2 Page 4 of 4 Adoption and Amendment Procedures for Public Facility Plans (1)The governing body of the city or county responsible for development of the public facility plan shall adopt the plan as a supporting document to the jurisdiction's comprehensive plan and shall also adopt as part of the comprehensive plan: (a) The list of public facility project titles, excluding (if the jurisdiction so chooses) the descriptions or specifications of those projects; (b) A map or written description of the public facility projects' locations or service areas as specified in sections(2)and (3) of this rule; and (c)The policy(ies)or urban growth management agreement designating the provider of each public facility system.If there is more than one provider with the authority to provide the system within the area covered by the public facility plan,then the provider of each project shall be designated. The proposal includes each of the required elements for Public Facilities Plans stipulated in OAR 660-011-0045 CONCLUSION Based on the above Findings, Staff finds that the proposal is consistent with all applicable Comprehensive Plan, Development Ordinance and state provisions for adoption. It is recommended that the City Council ultimately adopt the 2018 Woodburn Public Facilities Plan as Exhibit B of the Comprehensive Plan (LA 2018-03) Legislative Amendment LA 2018-03 Page 7 of 7