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05-15-2024 Agenda
HEARING EXAMINER MEETING AGENDA May 15, 2024 5:30 P.M. City Council Chambers 25 West Main Street I.PUBLIC PARTICIPATION Public Participation Information The City of Auburn Hearing Examiner Meeting scheduled for Wednesday, May 15, 2024, at 5:30 p.m. will be held in person and virtually. To attend the meeting virtually, please click one of the below links, or call into the meeting at the phone number listed below: Join Zoom Meeting https://us06web.zoom.us/j/82633588477 Meeting ID: 826 3358 8477 One tap mobile +12532158782,,82633588477# US (Tacoma) +12532050468,,82633588477# US Dial by your location • +1 253 215 8782 US (Tacoma) • +1 253 205 0468 US • 888 475 4499 US Toll-free • 877 853 5257 US Toll-free Meeting ID: 826 3358 8477 Find your local number: https://us06web.zoom.us/u/kduTvgcsiM II.CASE NO: PLT22-0005 Meredith Bend Preliminary Plat APPLICANT(S): Adam E. Paul, PE AP Consulting Engineers PLLC PO Box 162 Auburn, WA 98071 PROPERTY OWNER: Barbara Bradshaw 30205 33rd Avenue SW Federal Way, WA 98023 1 of 252 Hearing Examiner Agenda May 15, 2024 5:30 p.m. ________________________________________________________________________________ 2 PROJECT SUMMARY: Preliminary plat application to subdivide 2 acres into 10 single-family residential lots. The project site is zoned R-5, Residential, which allows between 4 and 5 residential lots (dwelling units) per acre. The proposed lots range in size from 4,503 square feet (sf) to 13,475 sf in area. One shared private access tract (Tract B) will extend off of S 296th Ct. and will provide access for six lots. The remaining four lots will take access off of either S 296th St. or S 296th Ct. Stormwater will be managed on site via a stormwater detention pond located in Tract A and a Biopod located in Tract B. Lakehaven Water and Sewer District (“Lakehaven”) water and sewer will be extended to service each lot. PROJECT LOCATION: The project site is located at 6343 S 296th St., southwest of the intersection of S 296th St. and 64th Ave. S, north S 296th Ct., within SE¼ of Section 2, Township 21N, Range 4E. King County Assessor Parcel No. 0221049104. 2 of 252 AGENDA BILL APPROVAL FORM HEARING EXAMINER Agenda Subject/Title: PLT22-0005, Meredith Bend Preliminary Plat Date: May 1st, 2024 Department: Community Development DESCRIPTION: Preliminary plat application to subdivide approximately 2 acres into 10 single-family residential lots. ADMINISTRATIVE RECOMMENDATION: Hearing Examiner to conduct a public hearing and approve Meredith Bend Preliminary Plat with 11 conditions and to approve the Engineering Deviation requests (City File Nos. DEV23-0009, DEV23-0030, and DEV23-0042). PROJECT SUMMARY: Preliminary plat application to subdivide 2 acres into 10 single-family residential lots. The project site is zoned R-5, Residential, which allows between 4 and 5 residential lots (dwelling units) per acre. The proposed lots range in size from 4,503 square feet (sf) to 13,475 sf in area. One shared private access tract (Tract B) will extend off of S 296th Ct. and will provide access for six lots. The remaining four lots will take access off of either S 296th St. or S 296th Ct. Stormwater will be managed on site via a stormwater detention pond located in Tract A and a Biopod located in Tract B. Lakehaven Water and Sewer District (“Lakehaven”) water and sewer will be extended to service each lot. LOCATION: The project site is located at 6343 S 296th St., southwest of the intersection of S 296th St. and 64th Ave. S, north S 296th Ct., within SE¼ of Section 2, Township 21N, Range 4E. King County Assessor Parcel No. 0221049104. PROPERTY OWNER: Barbara Bradshaw, 30205 33rd Ave. SW, Federal Way, WA 98023 APPLICANT: Adam E. Paul, PE, AP Consulting Engineers PLLC, PO Box 162, Auburn, WA 98071 3 of 252 EXHIBIT 1 Staff Member: Teague Date: May 1st, 2024 Page 2 of 24 Subject Property and Adjacent Property Comprehensive Plan Designation, Zoning Classification and Current Land Use: Comprehensive Plan Designation Zoning Classification Current Land Use Project Site Single Family R-5 Residential Zone Single-family Residences and associated accessory structures North Single Family R-5 Residential Zone Single-Family Residences South Single Family; Public Quasi-Public R-5 Residential Zone Single-Family Residences; Storm Drainage Facility East Single Family R-5 Residential Zone Single-Family Residences West Single Family R-5 Residential Zone Single-Family Residences Excerpted Land Use Map: 4 of 252 Staff Member: Teague Date: May 1st, 2024 Page 3 of 24 Excerpted Zoning Map: 5 of 252 Staff Member: Teague Date: May 1st, 2024 Page 4 of 24 2021 Aerial Vicinity Map: 6 of 252 Staff Member: Teague Date: May 1st, 2024 Page 5 of 24 Street Layout Map: SEPA STATUS: Per Auburn City Code (ACC) 16.06.060 the project is exempt from State Environmental Policy Act (SEPA) Review. Therefore, a SEPA Determination of Non-Significance (DNS) was not issued. FINDINGS OF FACT: Preliminary Plat Findings 1.Adam E. Paul, PE, Applicant, with AP Consulting Engineers PLLC, on behalf of Barbara Bradshaw, Property Owner, submitted a Preliminary Plat application to subdivide approximately 2 acres (referred to in this Staff Report as the “Site”) into 10 single-family residential lots, one shared private access tract (Tract B), and one stormwater detention facility (Tract A), referred to in this Staff Report as the “Project”. 2.The Site consists of one parcel and is located in the West Hill portion of the city, at the current address of 6343 S 296th St., southwest of the intersection of S 296th St. and 64th Ave. S, north S 296th Ct., within SE¼ of Section 2, Township 21N, Range 4E. King County Assessor Parcel No. 0221049104. 7 of 252 Staff Member: Teague Date: May 1st, 2024 Page 6 of 24 3. The Site has a Comprehensive Plan designation of “Single Family Residential” and is currently zoned “R-5, Residential, Five Dwelling Units Per Acre”, which has a density range of between 4 and 5 dwelling units per acre. The site is approximately 2 acres, which in accordance with the density standards yields between 8 and 10 lots. 4. The Project is subject to the zoning development standards for the R-5 zoning district in effect at the time the Project application was considered “Complete” (i.e. vested) on September 14, 2022. Per ACC 18.07.030 the zoning development standards for the R-5 zoning district include: • Minimum lot area: 4,500 square feet • Minimum lot width: 50 feet • Lot cot coverage: 40% • Impervious surface: 65% • Maximum building height: 35 feet • Minimum yard setbacks: o Front: 10 feet o Side, interior: 5 feet o Side, street: 10 feet o Rear: 20 feet o Rear, detached structures: 5 feet 5. Per ACC 18.52.020 two off-street parking spaces per single family residence is required with future house construction. 6. The Site currently has one single-family residence (SFR) with accessory structure(s) (deck and shed). The existing SFR will remain on site proposed Lot No. 1 and will meet the new future setback lines of proposed Lot No. 1. The accessory structures will be demolished to accommodate the future setback lines of proposed Lot No. 1. The home on proposed Lot No. 1 will continue to have vehicle access off of S 296th St. 7. The Site is roughly rectangular in shape, as shown and dimensioned here: 8 of 252 Staff Member: Teague Date: May 1st, 2024 Page 7 of 24 8.The Site abuts an existing “Residential Collector” classified street to the east (64th Ave. S), a “Residential Collector” to the north (S 296th St.), and a “Local Residential Street” to the south (S 296th Ct.). In accordance with City standards (Chapter 12.64A ACC (“Required Public Improvements”)) half-street improvements will be required along the Site’s frontage on all three roads. 9.One shared private access tract will extend off S 296th Ct. and will provide access for proposed Lot Nos. 2, 3, 4, 5, 9, and 10. Proposed Lot No. 1 will continue to take access off of S 296th St. A deviation from the 2022 City of Auburn Engineering Design Standards (COADS) was requested for proposed Lot No. 1 to maintain driveway access off S 296th St and is further discussed under the “Engineering Deviation Findings” and Exhibit 11. Proposed Lot Nos. 6, 7, and 8 will take access off of S 296th Ct. A deviation request to construct new driveways for proposed Lot Nos. 6, 7, 8, and shared private access tract with access to S 296th Ct. was requested and is further discussed under the “Engineering Deviation Findings” and Exhibit 12. 10.The Site is located within the utility service area of, and will be served by, Lakehaven Water and Sewer District (“Lakehaven”) for public sewer and water. The preliminary plat application was accompanied by water and sewer certificates of availability from Lakehaven (Exhibit 10). 9 of 252 Staff Member: Teague Date: May 1st, 2024 Page 8 of 24 11. The plat will be required to extend water and sewer lines to serve the plat. Per the Lakehaven Water Availability Certificate, an 8” water main exists within S 296th St., 64th Ave. S, and S 296th Ct. Lakehaven water line will be extended approximately 10-35 ft. from the existing water main to the Project. The Lakehaven Sewer Availability Certificate states, that a 10” Lakehaven sewer line exists on site and has the capacity to serve the Project. 12. The Site is relatively flat and slopes downward gradually from west to east. The eastern portion of the Site is identified as a landslide hazard per the City’s mapping system. However, as noted in the Geotechnical Report (Exhibit 7), the 10’ elevation contours shown on the City’s mapping system are contrary to the hatch marks that indicate a hazard area. The Site does not contain a regulated critical areas per ACC 16.10.080. The Applicant has provided the city with adequate information to show that the project will be in conformance with the City’s Critical Areas Code (Chapter 16.10 ACC) and Engineering Design Standards. 13. As recommended in the Preliminary Stormwater Site Plan (Exhibit 8), The Project will consist of the construction of infrastructure improvements to support a new 10-lot subdivision which is expected to include right-of-way improvements to S 296th St., 64th Ave. S, and S 296th Ct, a shared private access, and utility improvements. Stormwater runoff from the project will be managed on-site in a privately owned detention pond located in Tract A and a Biopod located in Tract B. A deviation from the COA 2022 Stormwater Management Manual (SWMM), Supplemental Manual to the 2019 Ecology Stormwater Management Manual for Western Washington (SWMMWW), Volume V, Section V-1.1, “Sequence of Runoff Treatment and Detention BMPs” to allow for the routing of public stormwater through the private detention pond was requested and is further discussed under the “Engineering Deviation Findings” and Exhibit 13. 14. The Site is located within Groundwater Protection Zone 4, the least stringent classification. Therefore, no impacts are anticipated that cannot be mitigated by utilizing Best Management Practices (BMPs) as prescribed by the critical area regulations. 15. No wetlands or streams exist on the Site. 16. The Site is not located within any shoreline designation. 17. The Site is not located in the regulatory floodplain per Federal Emergency Management Agency (FEMA) maps. 18. No state or federal candidate threatened or endangered plant or animal species or habitat has been identified on the Site. 19. To reduce or avoid temporary noise impacts associated with the Project, all construction shall occur between the city standard hours of 7 a.m. and 7 p.m. on weekdays, and between 9 a.m. and 6 p.m. on Saturday and Sunday as required per ACC 8.28.010(B)(8) unless alternate hours are applied for and approved. 20. To mitigate increased demand for parks created by the future residents of the Project, the current park impact fee shall be assessed at the time of building permit issuance in accordance with Chapter 19.08 ACC ‘Parks Impact Fees’. 10 of 252 Staff Member: Teague Date: May 1st, 2024 Page 9 of 24 21. To mitigate increased demand for schools created by the future residents of the Project, the current school impact fee shall be assessed at the time of building permit issuance in accordance with Chapter 19.02 ACC ‘School Impact Fees’. 22. To mitigate increased demand for fire/emergency services generated by the Project, the fire impact fee in effect shall be assessed at the time of building permit issuance in accordance with Chapter 19.06 ACC ‘Fire Impact Fees’. 23. To mitigate increased PM peak hour vehicle trips generated by the Project, a traffic impact fee in accordance with the City of Auburn Traffic Impact Fee Schedule shall be assessed at building permit issuance in accordance with Chapter 19.04 ACC ‘Transportation Impact Fees’. 24. A combined ‘Notice of Application’ and ‘Notice of Public Hearing’ was issued on April 25, 2024 (Exhibit 4). To meet city requirements for public notice, the notice was posted at the Site, mailed to property owners within 300 ft. of the Site, and published in The Seattle Times newspaper. As of the date of writing this report, the city has received no public comments in response to the public notices. Engineering Deviation Findings 25. The applicant submitted a request for a “deviation” from the City of Auburn Public Works Dept. Engineering Design Standards (COADS) (document) and COA 2022 Stormwater Management Manual (SWMM) for the following: a. City File No. DEV23-0009 (Exhibit 11): • Driveway Locations (2022 COADS Section 10.05.02): Approval to maintain the existing driveway serving the existing home to remain off S 296th St. b. City File No. DEV23-0030 (Exhibit 12): • Sight Distance (2022 COADS Section 10.02.09): Approval to construct 3 new single family residential driveways and a shared access driveway off S 296th Ct. c. City File No. DEV23-0042 (Exhibit 13): • Sequence of Runoff Treatment and Detention BMPs (COA 2022 SWMM Section V-1.1): Approval to allow for the routing of public stormwater through a private detention pond. 26. Deviations from the COADS are subject to approval of the Hearing Examiner per ACC 17.18.010(A) Modifications of Standards and Specifications” and COADS 1.04 “Deviation from Standards” which state (emphasis added): “ACC 17.18.010(A). The hearing examiner may approve a modification of any standard or specification established or referenced by Chapter 17.14 ACC or established or referenced in the city’s design standards or construction standards, upon making the 11 of 252 Staff Member: Teague Date: May 1st, 2024 Page 10 of 24 findings of fact in ACC 17.18.030; provided, that the hearing examiner shall obtain the concurrence of the city engineer for any requests to modify any city of Auburn design or construction standard.” “COADS 1.04. For deviation applications that are associated with a preliminary plat application submitted in compliance with Chapter 17.10 ACC, the deviation application and a recommendation from the City Engineer must accompany the preliminary plat to the hearing examiner.” 27. A comparison of the Project’s relationship to the approval criteria within ACC 17.18.010(A) and COADS 1.04 combined with a Staff analysis is provided in Exhibits 11, 12, and 13 respectively. 28. The City Engineer’s recommendation for each deviation is described under ‘Conclusions’ below. CONCLUSIONS: Preliminary Plat Conclusions Per ACC 14.03.030, a preliminary plat is a Type III Decision which are quasi-judicial final decisions made by the Hearing Examiner. ACC 17.10.070 ‘Findings of Fact’ lists the approval criteria for a preliminary plat. A comparison of the project’s relationship to this subdivision approval criteria (in italics) followed by a Staff analysis are given, below: A. Adequate provisions are made for the public health, safety and general welfare and for open spaces, drainage ways, streets, alleys, other public ways, water supplies, sanitary wastes, parks, playgrounds and schools; Staff Analysis: No adverse impacts to the public health, safety, and general welfare are anticipated from the proposed subdivision. Staff offers the following analysis of each of subcategory listed in this criterion: Open Spaces: The Project is not subject to any park dedication, open space, or clustering requirements under Title 18 ‘Zoning’ or Title 17 ‘Land Adjustments and Divisions’. Drainage Ways: No existing drainage ways appear to be located on the Site. Through the civil plan review process, the stormwater runoff from the construction of the Project will be treated in a Biopod in Tract B and detained in a stormwater treatment facility (detention pond) located in Tract A. The design and construction of the stormwater facilities will be required to meet the Department of Ecology SWMMWW and the City of Auburn Supplement. Streets, Alleys, other Public Ways: The Project will be required to construct streets per Chapter 12.64A ACC ‘Required Public Improvements’, the City’s Engineering Design Standards, and the Comprehensive Transportation Plan. The City’s Transportation division has evaluated the plat, and the Transportation Division finds that there will be no decrease in the road network level of service (LOS) standard with the following improvements: 12 of 252 Staff Member: Teague Date: May 1st, 2024 Page 11 of 24 1.Half-street improvements in accordance with Chapter 12.64A ACC to the Site’s frontage on S 296th St., 64th Ave. S, and S 296th Ct. 2.The half-street improvements to S 296th St. will consist of 13 ft. of ROW dedication for a 33 ft. half-ROW, 11 ft. travel lane, ½ of an 11 ft. 2-way turn lane, 6 ft. bike lane, 5 ft. landscape strip, 5 ft. sidewalk, street trees, street lights, 0.5 ft. of curb, and gutter. 3.The half-street improvements to 64th Ave. S will consist of a 36.2 ft. of existing ROW, with a 11 ft. travel lane, ½ of an 11 ft. 2-way turn lane, 6 ft. bike lane, 5 ft. landscape strip, 5 ft. sidewalk, street lights, street trees, 0.5 feet. of curb, and gutter. 4.The half-street improvements to S 926th Ct. will consist of a 20 ft. ROW dedication, 8 ft. on street parking, 10 ft. travel lane, streetlight, street tree, 5 ft. sidewalk, curb, and gutter. 5.Access to the 6 of the 10 lots will be provided by a shared access tract (Tract B). Tract B will feature a paved access width of 20 feet and a separated 5-foot-wide sidewalk for pedestrian access (tract will be 26.5 ft. in width). The tract will extend off of S 296th Ct. and provide access for six lots (proposed Lots 2, 3, 4, 5, 9, and 10). The tract will be marked “No Parking” on both sides and will be owned and maintained by the HOA. Additionally, as provided in ‘Finding of Fact’ No. 23, each new residence will be required to pay the traffic impact fee in effect at time of building permit issuance. Public Water: The Site is located in the Lakehaven’s water service area. Adequate water service will be provided for the Project. Lakehaven water will be extended into the Site from an 8” water main within S 296th St. Public Sanitary Sewer: The Site is located in the Lakehaven’s sewer service area. Adequate sanitary sewer service will be provided for the Project. A 10” Lakehaven sewer line exists on site and has the capacity to serve the Project. Parks, Playgrounds: No parks or playgrounds are proposed for the Project, and none are required under city code authority. Per ‘Finding of Fact’ No. 20, Park Impact Fees will be paid at the time of building permit issuance (currently $3,500.00 per unit). The closest City Park is “Jornada Park” (located north of the U St. NW), approximately 2.9 miles from the Site. Jornada Park is approximately 1.88 acres in size, features a walking trail and playground. The closest park is located in Federal Way and is called “Camelot Park”. Camelot Park is within the King County Parks system is approximately 1.9 miles from the Site. This park contains environmentally sensitive features. Schools: The Site is located within the Federal Way School District. Per the Applicant, students within the Project will attend: 1) Meredith Hill Elementary School, 2) Kilo Middle School, and 3) Thomas Jefferson High School. Meredith Elementary school is located approximately half a mile south of the Site. Per the School Walkway Analysis (Exhibit 9) the Project is within the walk/bike route areas shown on the “Suggested Safe Walking Routes” Map provided by Federal Way Public Schools. Figure 1 from the School Walkway Analysis (provided below) depicts the walking route. Kilo Middle School is located approximately 2.6 13 of 252 Staff Member: Teague Date: May 1st, 2024 Page 12 of 24 miles southwest of the Site. The Project is outside of the walk/bike route areas shown on the “Suggested Safe Walking Routes” map provided by Federal Way Public Schools. Students will be bussed from the Project to the middle school. The bus stop is located at the intersection of S 296th St. and 61st Ct. S, which is located approximately 600 feet west of the Site. Figure 2 from the School Walkway Analysis (provided below) depicts the walking route to the bus stop. Thomas Jefferson High School is located approximately 2.6 miles northwest of the Site. The Project is outside of the walk/bike route areas shown on the “Suggested Safe Walking Routes” map provided by Federal Way Public Schools. Students will walk to the same bus stop for the middle school (Figure 2). Per ‘Finding of Fact’ No. 21, School Impact Fees will be paid at the time of building permit issuance. Excerpted Elementary School Location Map 14 of 252 Staff Member: Teague Date: May 1st, 2024 Page 13 of 24 15 of 252 Staff Member: Teague Date: May 1st, 2024 Page 14 of 24 Excerpted Middle School and High School Bus Stop Map Approx. location of 16 of 252 Staff Member: Teague Date: May 1st, 2024 Page 15 of 24 Staff therefore finds the Project meets this criterion, as conditioned herein. B.Conformance of the proposed subdivision to the general purposes of the comprehensive plan; Staff Analysis: The Project is consistent with the general purposes of the Comprehensive Plan. The Comprehensive Plan Map establishes the future land use designations for the City of Auburn. The designation of ‘Single Family Residential’ establishes areas intended for single family dwellings. The Comprehensive Plan Map depicts the Site as ‘Single Family Residential’. The Project will subdivide approx. 2 acres into 10 lots for single family dwellings. Therefore, this Project meets the intent of the Comprehensive Plan by developing single family dwellings. Additionally, adequate services and facilities can be provided to serve the plat. Lakehaven sewer and water will be extended to serve the proposed Project. The Project will also provide adequate facilities for stormwater; all stormwater will be directed to the proposed on-site stormwater treatment facility (“detention pond’’) located in the northeast corner of the Site (Tract A). The detention pond will be required to meet applicable code and engineering design standards, as conditioned below. Half-street improvements in accordance with Chapter 12.64A ACC to the Site’s frontage on S 296th St., 64th Ave. S, and S 296th Ct. Access to the proposed Lots will be provided by an shared access tract (Tract B) off S 296th Ct. and 3 driveways directly of S 296th Ct. The existing home will continue to take access from S 296th St. Half-street improvements in accordance with Chapter 12.64A ACC to the Site’s frontage on S 296th St., 64th Ave. S, and S 296th Ct. Public services such as the Auburn Police Department, Valley Regional Fire Authority, and the Federal Way School District will also serve the proposed Project. The Project will use an existing bus stop, located northwest of the Site, near the intersection of S 296th St. and 61st Ct. S. Finally, impact fees including traffic, fire, parks, and school impact fees will mitigate increased service generated by the Project. The Project is also consistent with or implements the specific following goals, objectives, and policies of the Comprehensive Plan: Land Use Policies: “LU-5 New residential development should contribute to the creation, enhancement and improvement of the transportation system, health and human services, emergency services, school system, and park system. This may be accomplished through the development of level of service standards, mitigation fees, impact fees, or construction contributions.” Capital Facilities “Objective 1.1. To ensure that new development does not out-pace the City's ability to provide and maintain adequate public facilities and services, by allowing new development to occur only when and where adequate facilities exist or will be provided, and by encouraging development types and locations which can support the public services they require.” 17 of 252 Staff Member: Teague Date: May 1st, 2024 Page 16 of 24 Policies: “CF-1 Lands designated for urban growth by this Plan shall have an urban level of public facilities (sewer, water, storm drainage, and parks) prior to or concurrent with development.” “CF-2 Encourage development where new public facilities can be provided in an efficient manner.” “CF-4 If adequate facilities are currently unavailable and public funds are not committed to provide such facilities, developers must provide such facilities at their own expense in order to develop.” “CF-7 The City shall encourage and approve development only where adequate public services including police protection, fire and emergency medical services, education, parks and other recreational facilities, solid waste collection, and other governmental services are available or will be made available at acceptable levels of service prior to project occupancy or use.” “Objective 1.2. To ensure that new developments are supported by an adequate level of public services through an effective system of public facilities.” Policies: “CF-12 No new development shall be approved which is not supported by a minimum of facilities to support the development and which does not provide for a proportionate share of related system needs.” “Objective 1.3. To ensure safe and adequate water service, for both domestic and fire protection purposes, to meet the needs of the existing community and provide for its planned growth.” “Objective 1.4. To ensure the efficient transmission of sanitary sewage to the appropriate treatment and disposal facilities in order to meet the needs of the existing community and provide for its planned growth.” “Objective 1.6. To ensure that collection, conveyance, storage and discharge of storm drainage is provided in a sufficient and environmentally responsible manner, in order to meet the needs of the existing community and provide for its planned growth.” Policies: “CF-37 The City shall require developers to construct storm drainage improvements directly serving the development, including any necessary off-site improvements.” Transportation Plan “Connect-01: An efficient transportation system seeks to spread vehicle movements over 18 of 252 Staff Member: Teague Date: May 1st, 2024 Page 17 of 24 a series of planned streets. The goal of the system is to encourage connectivity while preventing unacceptably high traffic volumes on any one street. Ample alternatives should exist to accommodate access for emergency vehicles. For these reasons the city will continue to plan a series of collectors and arterials designed to national standards to provide efficient service to the community.” “Funding-01: Require developments or redevelopments to construct transportation infrastructure systems needed to serve new developments.” “Funding-03: Improvements that serve new developments will be constructed as a part of the development process. All costs will be borne by the developer when the development is served by the proposed transportation improvements. In some instances, the city may choose to participate in this construction if improvements serve more than adjacent developments.” “Parking-02: New developments should provide adequate off-street parking to meet their needs.” “ROW-01: The acquisition and preservation of right-of-way is a key component of maintaining a viable transportation system. Methods used to acquire and preserve right-of- way include: •Requiring dedication of right-of-way as a condition of development; •Purchasing right-of-way at fair market value; and •Acquiring development rights and easements from property owners.” “Ped-03: Require developers to incorporate pedestrian facilities into new development and redevelopment in conformance with the Auburn City Code.” Parks, Recreation, and Open Space Plan “PR-8 Park impact fees should be established that help fund the future development of new parks, park facilities, trails, and acquisition of open space that meet the needs of an increasing population.” C.Conformance of the proposed subdivision to the general purposes of any other applicable policies or plans which have been adopted by the city council; Staff Analysis: The preceding analysis for Criterion B demonstrates the Project’s consistency with the applicable policies and objectives of the Comprehensive Plans adopted by the City. The project is generally consistent with the policies of the Comprehensive Plan including the City of Auburn Capital Facilities Plan, Comprehensive Transportation Plan, and the Parks, Recreation and Open Space Plan. D.Conformance of the proposed subdivision to the general purposes of this title, as enumerated in ACC 17.02.030; Staff Analysis: The proposed subdivision meets the general purposes of Title 17 ACC ‘Land Adjustments and Subdivisions’. The Meredith Bend Preliminary Plat is a 10-lot 19 of 252 Staff Member: Teague Date: May 1st, 2024 Page 18 of 24 subdivision that is consistent with the R-5 zoning district. Adequate provisions for water, sewer, storm drainage, roads, and safe walking conditions will be provided with this Project. The plat has been processed and reviewed for conformity with the regulations for the Auburn City Code, city plans and policies, and Engineering Design Standards. Below is a comparison of the Project’s consistency with ACC 17.02.030 and the specific purpose statements of the subdivision code (in italics) followed by a Staff analysis for each item. “The purpose of this title is to regulate the division of land lying within the corporate limits of the city, and to promote the public health, safety and general welfare and prevent or abate public nuisances in accordance with standards established by the state and the city, and to: A.Prevent the overcrowding of land; Staff Analysis: The Project meets the minimum and base density of the R-5 zoning district. As provided under ‘Finding of Fact’ No. 3, the R-5 zoning district has a density range of between 4 and 5 dwelling units per acre. As the site is approximately 2 acres, which based on the density calculation requires between 8 and 10 lots or dwelling units. As proposed, the Project will contain 10 lots, the base density for the R-5 zone. Therefore, the Project is consistent with city density standards and will not create an overcrowding of the land. B.Promote safe and convenient travel by the public on streets and highways; Staff Analysis: One new access tract (Tract B) will provide access to six of the proposed lots and will include a sidewalk on one side of the tract. The remaining lots will have direct access to either S 296th St. or S 296th Ct. Therefore, the project will provide a means of safe and convenient travel via public routes. C.Promote the effective use of land; Staff Analysis: The Project is effectively developing the Site by maximizing the number of residential units that are allowed for the R-5 zoning district. D.Provide for adequate light and air; Staff Analysis: The Project will provide adequate light and air through the applicable setback and lot coverage development standards that will be implemented at the time of subsequent home construction. E.Facilitate adequate provision for water, sewerage, storm drainage, parks and recreational areas, sites for schools and school grounds, and other public requirements; Staff Analysis: The Finding of Facts, and preceding analysis for Criteria A and B demonstrates the Project is providing adequate provisions for water supplies, sanitary wastes, drainage, roads, and other public requirements such as public health, safety, 20 of 252 Staff Member: Teague Date: May 1st, 2024 Page 19 of 24 parks, and schools. F. Identify, preserve, and utilize native soils and/or vegetation for the purposes of reducing storm water discharges, promoting groundwater infiltration, and implementing the use of storm water low impact development techniques; Staff Analysis: The Site is relatively flat and slopes downward gradually from west to east. The eastern portion of the Site is identified as a landslide hazard per the City’s mapping system. However, as noted in the Geotechnical Report (Exhibit 7), the 10 ft. elevation contours shown on the City’s mapping system are contrary to the hatch marks that indicate a hazard area. The Site does not contain a regulated critical areas per ACC 16.10.080. As typical of site development for a preliminary plat without critical areas (e.g. wetlands, steep slopes, etc.), the Site will be cleared of vegetation and graded in preparation for the placement of site improvements. Per the Geotechnical Report (Exhibit 7), generally, the proposed development can be supported on the Alderwood gravelly sandy loam (AgC) soil typology. As proposed in the Preliminary Civil Plans (Exhibit 5), landscape strips along S 296th St., 64th Ave. S, and S 296th Ct. will contain sod lawn and street trees. The stormwater pond tract landscaping will be finalized during review of the Public Facilities Extension Agreement (FAC). A ‘final’ landscape plan for the street trees and stormwater pond will be submitted with the future civil plans. G. Provide for proper ingress and egress; Staff Analysis: As demonstrated in the analysis for Criterion A, the Project will provide proper ingress and egress for each individual future home, and a pedestrian connection to S 296th St. or S 296th Ct. H. Provide for the expeditious review and approval of proposed land divisions which comply with this title, the Auburn zoning ordinance, other city plans, policies and land use controls, and Chapter 58.17 RCW; Staff Analysis: Staff has worked with the applicant to ensure a timely and comprehensive review of the Project. I. Adequately provide for the housing and commercial needs of the citizens of the state and city; Staff Analysis: The Project will eventually provide for 9 new single-family residences to serve future residents in addition to the 1 existing single-family residence. J. Require uniform monumenting of land divisions and conveyance by accurate legal description; Staff Analysis: Upon final plat map review, the Project will be evaluated for and required to meet all applicable survey requirements. K. Implement the goals, objectives and policies of the Auburn Comprehensive Plan.” 21 of 252 Staff Member: Teague Date: May 1st, 2024 Page 20 of 24 Staff Analysis: As analyzed in Criterion B, the Project successfully implements the Comprehensive Plan. Staff therefore finds the Project meets this criterion, as conditioned herein. E.Conformance of the proposed subdivision to the Auburn zoning ordinance and any other applicable planning or engineering standards and specifications as adopted by the city, or as modified and approved as part of a previously approved PUD; Staff Analysis: As analyzed in the ‘Preliminary Plat Findings’, above, the Project is able to meet applicable zoning and engineering standards, with the exception of the requested engineering deviation (intersection spacing), which is discussed under ‘Engineering Deviation Conclusions’ provided below. The placement of homes will be required to meet the zoning development standards for the R-5 zoning district to which the Project is vested (reference ‘Finding of Fact’ No. 4). Staff therefore finds that the Project is able to meet this criterion, as conditioned herein. F.The potential environmental impacts of the proposed subdivision are mitigated such that the preliminary plat will not have an unacceptable adverse effect upon the quality of the environment; Staff Analysis: Per ‘Finding of Fact’ Nos. 14-18 there are no wetlands, streams, priority habitat areas, or state or federal candidate threatened or endangered plant or animal species identified on the Site, nor is the site within any shoreline designation or regulatory floodplain. The Site is also located within Groundwater Protection Zone 4, which is the least stringent classification. With the utilization of Best Management Practices, it is anticipated that potential impacts to groundwater can be mitigated. Compliance with the recommended conditions of approval, city code, and engineering design standards will ensure that the Project will not have an adverse impact on the environment. Staff therefore finds the Project meets this criterion, as conditioned herein. G.Adequate provisions are made so the preliminary plat will prevent or abate public nuisances; Staff Analysis: Adequate provisions are made and will be made through the subsequent civil plan review process, so the proposed Project will prevent or abate public nuisances. As the Site is mainly undeveloped, there are no active code violation cases for the site and no known public nuisances. Staff therefore finds the Project meets this criterion, as conditioned herein. H.Lot configuration, street and utility layouts, and building envelopes shall be designed in a manner that identifies, preserves, and utilizes native soils and/or vegetation that are integrated into a low impact development facility, consistent with the city’s adopted storm water management manual. 22 of 252 Staff Member: Teague Date: May 1st, 2024 Page 21 of 24 Staff Analysis: As analyzed in Criteria A, B, and D above, the Project has been designed such that it will be consistent with the City’s Engineering Design Standards and the Department of Ecology Stormwater Management Manual for Western Washington (SWMMWW) and City of Auburn Supplement. Staff therefore finds the Project meets this criterion, as conditioned herein. Engineering Deviation Conclusions Per Chapter 17.18 ACC ‘Modifications of Standards and Specifications’, the Hearing Examiner may approve a modification of any standard or specification established or referenced by Chapter 17.14 ‘Improvement Requirements – Subdivisions’ or referenced in the city’s design standards or construction standards. Further, the City Engineer shall make a recommendation to the Hearing Examiner on any modifications requested from the City of Auburn Engineering Design Standards (COADS) or SWMM. This process is referred to as a “Deviation” per Section 1.04 of the COADS. Three deviations were requested: •City File No. DEV23-0009 - a deviation from the 2022 COADS Chapter 10, Section 10.05.02 “Driveway Locations” to maintain the existing driveway serving the existing home off S 296th St. •City File No. DEV23-003) - a deviation from the 2022 COADS Chapter 10, Section 10.02.09 “Sight Distance” to allow for 3 new single family residential driveways and a shared access driveway off S 296th Ct. •City File No. DEV23-004 - a deviation from the COA 2022 Stormwater Management Manual (SWMM), Supplemental Manual to the 2019 Ecology Stormwater Management Manual for Western Washington (SWMMWW), Volume V, Section V-1.1, “Sequence of Runoff Treatment and Detention BMPs” to for the routing of public stormwater through a private detention pond. A comparison of the Project’s relationship to the approval criteria within ACC 17.18.010(A) and COADS 1.04 combined with a Staff analysis is provided in Exhibits 11, 12, and 13 respectively. The City Engineer has reviewed each of the deviation requestions and recommends approval to the Hearing Examiner; see Condition Nos. 9, 10, and 11 under ‘Recommended Conditions of Approval’, below. STAFF RECOMMENDATION: Staff recommends approval of the Meredith Bend Preliminary Plat, and the Engineering Deviation requests, subject to the information contained in this Staff Report, the attached exhibits, and the 11 recommended conditions of approval below. RECOMMENDED CONDITIONS OF APPROVAL: 23 of 252 Staff Member: Teague Date: May 1st, 2024 Page 22 of 24 1.Ownership and maintenance of all retaining walls must be address in the Covenants, Conditions, and Restrictions (CC&Rs) for the Meredith Bend Plat. If maintenance of any wall requires access from the public right-of-way (ROW), then a right of way use permit will be required. 2.All access/utilities tracts will be owned and maintained by the future Meredith Bend Homeowner’s Association (HOA). The CC&Rs to be reviewed by the City shall address this maintenance responsibility. 3.Per ACC 18.52.050(E)(2)(b) not more than 50 percent of the front yard or 800 square feet, whichever is smaller, can be used as off-street parking surface. For the purposes of calculating the allowable area under this section, the front yard shall be the area between the right-of-way and the portion of the single-family dwelling’s front facade farthest from the right-of-way. The width of the front yard shall extend to each side property line. Demonstration of compliance with ACC 18.52.020(E)(2)(b) is required prior to City approval of the construction plans under the Facilities Extension Agreement (FAC). 4.Per ACC 18.07.030 the rear setback for the R-5 zoning district is 20 ft. Therefore, the deck attached to the existing home to remain must either be removed, modified to meet the standards, or make application and secure an administrative variance for the rear setback. 5.Per COA Eng. DS Chapter 2.02.01, for Final Plat application, the applicant shall acquire a title insurance policy on behalf of the City, the insured party, for the area being dedicated as ROW. Unless otherwise negotiated with the City Engineer, the policy amount of insurance shall be for no less than $50/sf and shall be clear of title encumbrances. 6.The Site is in Groundwater Protection Zone 4. All approvals and permits related to the Project and issued by the City shall be consistent with best management practices (BMPs) per ACC 16.10.120(E)(2). 7.Prior to City approval of the construction plans under the FAC, provide documentation of application to the Washington State Department of Ecology (Ecology) for a Construction Stormwater Permit, as required for all projects over 1 acre in size. 8.Prior to City approval of the construction plans under the approval Public Facilities Extension Agreement, the applicant must obtain and provide approved construction drawings from Lakehaven Water and Sewer District for the construction of water and sewer lines. 9.The City Engineer has determined that the application (City File No. DEV23-0009) for a deviation from the 2022 COADS Chapter 10, Section 10.05.02 “Driveway Locations” to maintain the existing driveway off of S 296th St., meets or exceeds the corresponding City standards. The deviation request is conditionally approvable and is recommended for conditional approval to the Hearing Examiner with the 24 of 252 Staff Member: Teague Date: May 1st, 2024 Page 23 of 24 following conditions: •The driveway for the existing house, located on Lot 1 of the preliminary plat, will be restricted to right turns only, with a physical barrier located in S 296th St. •In lieu of a right turn restriction, the applicant may propose a design which utilizes a center turn lane to meet sight distance requirements for a left turn out of the driveway. The design will need to include off-site improvements to accommodate the center turn late. These improvements may include a clear- zone assessment of existing utilities pole(s), with potential need for relocation, and design of lane tapers and additional striping beyond the property frontage. •The applicant will need to assess how the proposal affects nearby properties, whether a right turn restriction or center turn lane is proposed. 10.The City Engineer has determined that the application (City File No. DEV23-0030) for a deviation from the 2022 COADS Chapter 10, Section 10.02.09 “Sight Distance” to allow for driveway(s) off of S 296th Ct. meets or exceeds the corresponding City standards. The deviation request is approvable and is recommended for approval to the Hearing Examiner. 11.The City Engineer has determined that the application (City File No. DEV23-0042) for a deviation from the COA 2022 Stormwater Management Manual (SWMM), Supplemental Manual to the 2019 Ecology Stormwater Management Manual for Western Washington (SWMMWW), Volume V, Section V-1.1, “Sequence of Runoff Treatment and Detention BMPs” to for the routing of public stormwater through a private detention pond, meets or exceeds the corresponding City standards. The deviation request is approvable and is recommended for approval to the Hearing Examiner. Staff reserves the right to supplement the record of the case to respond to matters and information raised subsequent to the writing of this report. ATTACHMENTS: Exhibit 1. Staff Report Exhibit 2. Vicinity Map Exhibit 3. Completed Preliminary Plat Application, prepared by Adam E. Paul, PE, dated August 12, 2022 Exhibit 4. Combined NOA NOH Affidavits and Public Notice Documents Exhibit 5. Preliminary Civil Plans, AP Consulting Engineers PLLC, dated November 20, 2023 Exhibit 6. Critical Areas Assessment, Habitat Technologies, dated June 29, 2022 Exhibit 7. Geotechnical Engineering Report, Jason Engineering, dated August 9, 2022 Exhibit 8. Preliminary Stormwater Site Plan, AP Consulting Engineers PLLC, dated August 10, 2022 Exhibit 9. School Walkway Analysis, AP Consulting Engineers PLLC, dated July 20, 2022 25 of 252 Staff Member: Teague Date: May 1st, 2024 Page 24 of 24 Exhibit 10. Lakehaven Water and Sewer Availability Certificates, Lakehaven Water and Sewer District, dated June 13, 2022 Exhibit 11. DEV23-0009 Engineering Deviation Request Application and COA Determination Exhibit 12. DEV23-0030 Engineering Deviation Request Application and COA Determination Exhibit 13. DEV23-0042 Engineering Deviation Request Application and COA Determination Prepared by Alexandria Teague, AICP, Planning Services Manager 26 of 252 27 of 252 EXHIBIT 2 Page 1 of 2 CITY OF AUBURN Land Use Application #1186205 - Meredith Bend Subdivision 28 of 252 EXHIBIT 3 Project Contact Company Name:AP Consulting Engineers PLLC Name:Adam Paul Email:aepaul@apconsultingengineers.com Address:PO Box 162 Phone #:(253) 347-0887 Auburn WA 98071 Project Type Activity Type Scope of Work New None Plat - Preliminary Project Name:Meredith Bend Subdivision Description of Work:subdivision of Parcel 0221049104 into 10 residential lots. Project Details Development Type Residential Page 2 of 2 CITY OF AUBURN Land Use Application #1186205 - Meredith Bend Subdivision 29 of 252 NOTICE OF APPLICATION NOTICE OF PUBLIC HEARING Meredith Bend 10-Lot Preliminary Plat PLT22-0005 The City of Auburn is issuing a Notice of Applicant and Notice of Public Hearing for the following described project. The project application may be reviewed at the Auburn Department of Community Development at 1 E Main St., 2nd Floor, Customer Service Center, Auburn, WA 98001 and by visiting www.auburnwa.gov/landuse. Proposal: Preliminary plat application to subdivide 5 acres into 10 single-family residential lots. The site is zoned R-5, Residential, which allows between 4 and 5 residential lots (dwelling units) per acre. The lots will be 4,503.9 square feet (sf) to 13,475.8 sf in area. Lakehaven water and sewer will be extended to service each lot. One private access tract will extend off of S 296th Ct. and will provide access for six lots. The remaining four lots will take access off of either S 296th St. or S 296th . Stormwater will be managed on site within stormwater treatment facility located in Tract A. Location: The project site is located at 6343 S 296th St., south of the intersection of S 296th St. and 64th Ave. S within SE¼ of Section 2, Township 21, Range 4. King County Assessor Parcel No. 0221049104. Notice of Public Hearing: April 25, 2024 Notice of Application: April 25, 2024 Application Complete: September 14, 2022 Permit Application: August 16, 2022 File Nos. PLT22-0005 Property Owner: Barbara Bradshaw 30205 33rd Ave. SW Federal Way, WA 98023 Applicant: Adam E. Paul, PE AP Consulting Engineers PLLC PO Box 162 Auburn, WA 98071 Other Permits, Plans, and Approvals Needed: Public Facility Extension (FAC)/Grading Permit(s). Studies/Plans Submitted With Application: Critical Areas Assessment, prepared by Habitat Technologies, dated June 29, 2022 Preliminary Civil Plan Set, prepared by AP Consulting Engineers PLLC, dated November 21, 2023 School Access Analysis, prepared by AP Consulting Engineers PLLC, dated July 20, 2022 Geotechnical Report, prepared by Jason Engineering, dated August 9, 2022 Geotechnical Response Letter, prepared by Jason Engineering, dated August 9, 2022 Preliminary Stormwater Site Plan, AP Consulting Engineers PLLC, dated August 10, 2022 Water Availability Certificate, prepared by Lakehaven Water & Sewer District, dated June 13, 2022 Sewer Availability Certificate, prepared by Lakehaven Water & Sewer District, dated June 13, 2022 Public Comments: Written comments may be either emailed or mailed attention to the contact person below to 25 W Main St., Auburn WA, 98001. Please note mailed comments may not be received by City Staff on time for inclusion in the packet provided to the Hearing Examiner. Any person wishing to become a party of record, shall include in their comments that they wish to receive notice of and participate in any hearings, if relevant, and request a copy of decisions once made. Public Hearing: The Hearing Examiner will conduct a public hearing on Preliminary Plat on May 15th, 2024 at 5:30pm. The public hearing will be held in person and virtually. The meeting will be held in 2 30 of 252 EXHIBIT 4 NOTICE OF PUBLIC HEARING PLT16-0006 (Continued) Page 2 of 2 person in the City Council Chambers, 25 W Main St., Auburn, WA, 98001.To attend the meeting virtually please enter the meeting ID into the ZOOM app or call into the meeting at the phone number listed below. Join the ZOOM meeting at the following web address: https://us06web.zoom.us/j/82633588477. Meeting ID: 826 3358 8477, or via one tap mobile: +12532158782,,82633588477# US (Tacoma). Dial by your location: +1 253 215 8782 US (Tacoma), +1 253 205 0468 US, 888 475 4499 US Toll-free, 877 853 5257 US Toll-free; Meeting ID: 826 3358 8477. Find your local number: https://us06web.zoom.us/u/kduTvgcsiM . For persons with speech, sight, or hearing disabilities wishing to review documents pertaining to this hearing should contact the person below within 10 calendar days prior to the hearing. Each request will be considered individually according to the type of request, the availability of resources, and the financial ability of the City to provide the requested services or equipment. For questions regarding this project, please contact Alexandria D. Teague, AICP, Planning Services Manager at planning@auburnwa.gov or 253-931-3003. Auburn Adventist Academy 31 of 252 AFFIDAVIT OF MAILING OF LEGAL APPLICATION NOTICE Application Number: PLT22-0005 Applicant: Adam E. Paul, PE AP Consulting Engineers PLLC PO Box 162 Auburn, WA 98071 Property Owner: Barbara Bradshaw 30205 33rd Ave. SW Federal Way, WA 98023 Location: The project site is located at 6343 S 296th St., south of the intersection of S 296th St. and 64th Ave. S within SE¼ of Section 2, Township 21, Range 4. King County Assessor Parcel No. 0221049104. Closing Date for Public Comments: May 10, 2024 I certify that on __4/24/24____ a Notice of Application for the above referenced application, as required by Auburn City Code 16.06.090, was sent to all property owners located within 300 feet of the affected site. Said Notice was mailed pre-paid stamped through the United States Postal Service at least 15 days prior to the closing date for public comments noted above. I declare under penalty of perjury of the laws of the State of Washington that the foregoing is true and correct. ___________________________________________ Alexandria D. Teague, AICP, Planning Services Manager May 15, 32 of 252 33 of 252 34 of 252 1 Alexandria Teague From:Legals <legals@seattletimes.com> Sent:Tuesday, April 23, 2024 12:13 PM To:Alexandria Teague Subject:RE: 77304 - City of Auburn File No. PLT22-0005 Request to Publish Attachments:77304.jpg CAUTION: The following message originated from outside the City of Auburn. Be careful opening links and attachments This noƟce is scheduled to publish on April 25, total is $275 and proof is aƩached. Thank you! Holly BoƩs (she/her) Legal AdverƟsing RepresentaƟve p: (206) 652-6018 e: legals@seaƩleƟmes.com From: Alexandria Teague <ateague@auburnwa.gov> Sent: Tuesday, April 23, 2024 11:13 AM To: Legals <legals@seattletimes.com> Subject: 77304 - City of Auburn File No. PLT22-0005 Request to Publish Good morning Holly, Please publish the following Notice of Application and Notice of Public Hearing in the Seattle Times on April 25, 2024. Bill the City of Auburn: City of Auburn ATTN: City Clerk 25 West Main Auburn, WA. 98001 An "Affidavit of Publication" is requested for this billing. Thank you. If inquiring about a specific site, please include the parcel number or address, or if inquiring about a specific project, please include the City project number in your email. Planning or Land Use Questions? 35 of 252 2 Book an online meeting with staƯ. Check out our FAQ! Alexandria D. Teague, AICP, Planning Services Manager Department of Community Development City of Auburn | www.auburnwa.gov 253.931.3003 | ateague@auburnwa.gov Mailing Address: 25 W Main Street, Auburn, WA 98001 Permit Center Address: 1 E Main Street, Auburn, WA 98002 (Click Here for Map) Customer Service Survey | https://www.surveymonkey.com/r/XNSL95J Application Forms | http://www.auburnwa.gov/services/resource_library/forms.htm Zoning Maps | http://www.auburnwa.gov/services/resource_library/maps.htm This email and your response are considered a public record and can be subject to disclosure under Washington’s Public Records Act. The information contained in this electronic communication is personal, privileged and/or confidential information intended only for the use of the individual(s) or entity(ies) to which it has been addressed. If you read this communication and are not the intended recipient, you are hereby notified that any dissemination, distribution or copying of this communication, other than delivery to the intended recipient is strictly prohibited. If you have received this communication in error, please immediately notify the sender by reply e-mail. Thank you. CAUTION: This email originated from outside of the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe. ”footer”" style="”background-color:" #ffeb9c;="" width:="" 100%;="" border:="" 1px="" solid="" #FFEB9C;="" padding:="" 2pt;="" border-style:="" solid;="" border-color:="" #9C6500;?=""> CAUTION: This email originated from outside of the organization. Do not click links or open attachments unless you recognize the sender and know the content is safe. 36 of 252 1 Alexandria Teague From:Alexandria Teague Sent:Thursday, April 25, 2024 2:41 PM To:Adam Paul Subject:Notice of Public Hearing - City File No. PLT22-0005 Attachments:PLT22-0005 NOA + NOH.pdf Good afternoon, Please find attached the Notice of Public Hearing for Meredith Bend a 10-Lot Preliminary Plat. Alexandria If inquiring about a specific site, please include the parcel number or address, or if inquiring about a specific project, please include the City project number in your email. Planning or Land Use Questions? Book an online meeting with staƯ. Check out our FAQ! Alexandria D. Teague, AICP, Planning Services Manager Department of Community Development City of Auburn | www.auburnwa.gov 253.931.3003 | ateague@auburnwa.gov Mailing Address: 25 W Main Street, Auburn, WA 98001 Permit Center Address: 1 E Main Street, Auburn, WA 98002 (Click Here for Map) Customer Service Survey | https://www.surveymonkey.com/r/XNSL95J Application Forms | http://www.auburnwa.gov/services/resource_library/forms.htm Zoning Maps | http://www.auburnwa.gov/services/resource_library/maps.htm This email and your response are considered a public record and can be subject to disclosure under Washington’s Public Records Act. 37 of 252 1 Alexandria Teague From:Alexandria Teague Sent:Thursday, April 25, 2024 2:42 PM To:cblansfield@auburn.wednet.edu; mayor@algonawa.gov; brian.davis@cityoffederalway.com; mnewman@ci.pacific.wa.us; sepacenter@dnr.wa.gov; jim.chan@kingcounty.gov; hubenbj@dshs.wa.gov; DE@Lakehaven.org; janderson@mbaks.com; jgamble@mbapierce.com; glen.stamant@muckleshoot.nsn.us; healthyenvironments@kingcounty.gov; John.Graves@fema.dhs.gov; tim@futurewise.org; Valerie.Garza@kingcounty.gov; Planning@KentWA.gov; Michael.corelli@kent.k12.wa.us; Kim.Wilbur@kent.k12.wa.us; josh.baldi@kingcounty.gov; Steve.Bleifuhs@kingcounty.gov; tplacethurlow@kingcounty.gov; mbay@kingcounty.gov; KCWTD_otheragencyplanning@kingcounty.gov; McCollD@wsdot.wa.gov; Jim.Ishimaru@kingcounty.gov; jgreene@kingcounty.gov; ktsang@muckleshoot.nsn.us; Rob@muckleshoot.nsn.us; riley.patterson@muckleshoot.nsn.us; laura.murphy@muckleshoot.nsn.us; Glen@muckleshoot.nsn.us; NRapin@muckleshoot.nsn.us; Mike.Burger@muckleshoot.nsn.us; martin.fox@muckleshoot.nsn.us; sepa@dahp.wa.gov; stephanie.jolivette@dahp.wa.gov; sgaffne@co.pierce.wa.us; vodopichj@ci.bonney- lake.wa.us; kristin.l.mcdermott@usace.army.mil; SEPA@pscleanair.org; perry.weinberg@soundtransit.org; amy.hendershot@usda.gov; reviewteam@commerce.wa.gov; julian.douglas@dfw.wa.gov; mindy@wecprotects.org; SEPA.reviewteam@doh.wa.gov; cindy.flanagan@rainieraudubon.org; garrett@alpineridgeinsurance.com; customerservice@lakemeridianwater.com; development@sooscreek.com Subject:Notice of Public Hearing - City File No. PLT22-0005 Attachments:PLT22-0005 NOA + NOH.pdf Good afternoon, Please find attached the Notice of Public Hearing for Meredith Bend a 10-Lot Preliminary Plat. Alexandria If inquiring about a specific site, please include the parcel number or address, or if inquiring about a specific project, please include the City project number in your email. Planning or Land Use Questions? Book an online meeting with staƯ. Check out our FAQ! Alexandria D. Teague, AICP, Planning Services Manager Department of Community Development City of Auburn | www.auburnwa.gov 253.931.3003 | ateague@auburnwa.gov Mailing Address: 25 W Main Street, Auburn, WA 98001 Permit Center Address: 1 E Main Street, Auburn, WA 98002 (Click Here for Map) Customer Service Survey | https://www.surveymonkey.com/r/XNSL95J Application Forms | http://www.auburnwa.gov/services/resource_library/forms.htm Zoning Maps | http://www.auburnwa.gov/services/resource_library/maps.htm 38 of 252 2 This email and your response are considered a public record and can be subject to disclosure under Washington’s Public Records Act. 39 of 252 40 of 252 EXHIBIT 5 41 of 252 42 of 252 43 of 252 44 of 252 45 of 252 46 of 252 47 of 252 48 of 252 49 of 252 50 of 252 51 of 252 HABITAT TECHNOLOGIES wetlands, streams, fisheries, wildlife – mitigation and permitting solutions P.O. Box 1088, Puyallup, Washington 98371 253-845-5119 contact@habitattechnologies.net A VETERAN OWNED SMALL BUSINESS COOPERATIVE June 29, 2022 Mr. Adam Paul, PE @AP Consulting Engineers, PLLC e-mail AEPaul@APConsultingEngineers.com RE: CRITICAL AREAS ASSESSMENT Parcel 0221049104, 6229 South 296th Street City of Auburn, Washington Dear Mr. Paul, This document presents the culmination of activities and onsite evaluations undertaken to complete a Critical Areas Assessment Report (wetlands, surface water drainage corridors/stream, fish and wildlife critical habitats) - within and immediately adjacent to Parcel 0221049104 (project site). The project site was located at 6229 South 296th Street within the City of Auburn, King County, Washington (Figure 1). The onsite assessment and characterization of specific critical areas was completed followed the methods and procedures defined in the Corps of Engineers Wetland Delineation Manual (1987 Manual) with the 2010 Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Western Mountains, Valleys, and Coast Region (2010 Supplement); Washington State Wetlands Rating System (2014 update); the State of Washington Department of Natural Resources (WDNR) Forest Practice Rules (WAC 222-16-030); and the City of Auburn Chapter 16.10 – Critical Areas. The evaluation and characterization of onsite and adjacent specific critical areas is a vital element in land use planning. The goal of this approach is to ensure that present and future proposed planned site development does not result in adverse environmental impacts to identified critical areas, their associated protective buffers, or local water quality. This document was designed to accommodate site planning and potential regulatory actions and has been prepared for submittal to the City of Auburn and potentially other resource permitting agencies for critical areas verification and permitting actions. Please Note: this assessment did not include an evaluation of potential floodplain elevations, septic suitability, erosion potential, stormwater, or geotechnically hazardous critical areas. PROJECT SITE DESCRIPTION The primary project site was generally square in shape, somewhat sloped from the southwest downward to the northeast, and approximately 2-acres in size. An existing 52 of 252 EXHIBIT 6 2 22149 single-family homesite and managed yard dominated the western portion of the project site. The central and eastern portions of the project site were at one time somewhat managed through mowing to control the establishment of invasive shrubs. A buried sewer utility was located generally from north to south through the central portion of the project site and this utility included a somewhat managed maintenance roadway over the top of the buried pipeline. The project site was located within a well-urbanized portion of the City of Auburn dominated by existing single-family homesites. Directions to Project Site: From the West Valley Highway North within the northwestern portion of the City of Auburn turn westerly onto 37th Street NW. Continue generally westerly then southwestern along 37 th Street NW and it becomes 65th Avenue South. Continue on 65th Avenue South to its intersection with 64 th Avenue South. Turn north onto 64th Avenue South and continue to the project site located at the southwestern corner of the intersection of 64 th Street South and South 296 th Street. BACKGROUND INFORMATION NATIONAL WETLAND INVENTORY The National Wetland Inventory (NWI) Mapping completed by the U.S. Fish and Wildlife Service was reviewed as a part of this assessment (Figure 2). This mapping resource did not identify any wetlands or drainage corridors within the project site. This mapping resource did identify a stream corridor offsite to the east of the project site – east of 64 th Avenue South. STATE OF WASHINGTON PRIORITY HABITATS AND SPECIES The State of Washington Priority Habitats and Species (PHS) Mapping was reviewed as a part of this assessment (Figure 3). This mapping resource did not identify any priority habitats or species within the project site. This mapping resource did identify a biodiversity corridor associated with the somewhat forested hillside offsite to the northeast – east of 64th Avenue South. STATE OF WASHINGTON DEPARTMENT OF FISH AND WILDLIFE The State of Washington Department of Fish and Wildlife (WDFW) SalmonScape Mapping was reviewed as a part of this assessment (Figure 4). This mapping resource did not identify any stream or water bodies within the project site. This mapping resource did identify a stream offsite to the east of the project site – east of 64 th Avenue South. This offsite stream was identified to provide “potentially blocked” habitats for coho salmon (Oncorhynchus kisutch). 53 of 252 3 22149 STATE OF WASHINGTON DEPARTMENT OF NATURAL RESOURCES The State of Washington Department of Natural Resources (WDNR) Water Type Mapping was reviewed as a part of this assessment (Figure 5). This mapping resource did not identify any stream or water bodies within the project site. This mapping resource did identify a stream offsite to the east of the project site – east of 64 th Avenue South. This offsite stream was identified as a WDNR Type N Water (non-fish bearing). CITY OF AUBURN INVENTORY MAPPING The City of Auburn Inventory Mapping was reviewed as a part of this assessment (figure 6). This mapping resource did not identify any drainage corridors or wetlands within the project site. This mapping resource did identify a stream offsite to the east of the project site – east of 64th Avenue South. This mapping resource also identified an erosion hazard area offsite to the east of the project site – east of 64 th Avenue South. SOILS MAPPING The Soil Mapping Inventory completed by the Natural Resources Conservation Service was reviewed as a part of this assessment (Figure 7). This mapping resource identified the soil throughout the project site as Alderwood gravelly sandy loam (AgC). The Alderwood soils series is defined as moderately well drained, as formed in glacial till, and to exhibit inclusions of “hydric” soil. ONSITE ANALYSIS CRITERIA FOR CRITICAL AREA IDENTIFICATION For the purpose of this assessment the critical areas reviewed included wetlands, surface water drainage corridors (streams), and fish and wildlife habitats which may be located within or immediately adjacent to the project site. This assessment did not include an evaluation of potential floodplain elevations, septic suitability, erosion potential, stormwater, or geotechnically hazardous critical areas. Wetlands: Wetlands are transitional areas between aquatic and upland habitats. In general terms, wetlands are lands where the extent and duration of saturation with water is the primary factor determining the nature of soil development and the types of plant and animal communities living in the soil and on its surface (Cowardin, et al., 1979). Wetlands are generally defined within land use regulations as "areas that are inundated or saturated by surface or groundwater at a frequency and duration sufficient to support, and that under normal circumstances do support, a prevalence of vegetation typically adapted for life in saturated soil conditions" (United States Army Corps of Engineers, 1987). 54 of 252 4 22149 Wetlands exhibit three essential characteristics, all of which must be present for an area to meet the established criteria (United States Army Corps of Engineers, 1987 and United States Army Corps of Engineers, 2010). These essential characteristics are: 1. Hydrophytic Vegetation: The assemblage of macrophytes that occurs in areas where inundation or soil saturation is either permanent or of sufficient frequency and duration to influence plant occurrence. Hydrophytic vegetation is present when the plant community is dominated by species that require or can tolerate prolonged inundation or soil saturation during the growing season. 2. Hydric Soil: A soil that formed under conditions of saturation, flooding, or ponding long enough during the growing season to develop anaerobic conditions in the upper parts. Most hydric soils exhibit characteristic morphologies that result from repented periods of saturation or inundation. These processes result in distinctive characteristics that persist in the soil during both wet and dry periods. 3. Wetland Hydrology: Permanent or periodic inundation, or surface soil saturation, at least seasonally. Wetland hydrology indicators are used in combination with indicators of hydric soil and hydrophytic vegetation to define the area. Wetland hydrology indications provide evidence that the site has a continuing wetland hydrology regime. Where hydrology has not been altered vegetation and soils provide strong evidence that wetland hydrology is present. The City of Auburn defines “wetlands” as those areas where water covers or saturates the soil; frequently this water is only visible or apparent during the spring and may be dry during other seasons. Wetlands are commonly referred to as swamps, marshes, and bogs and may occur near streams, in depressions, or simply isolated from other critical areas. Wetlands are classified into four types, based on a combination of habitat, water quality, and flood-flow-reduction functions. 1. “Category I wetlands” include wetlands which: represent unique or rare wetland types, are more sensitive to disturbance than most wetlands, are relatively undisturbed and contain ecological attributes that are impossible to replace within a human lifetime, or provide a high level of functions, as indicated by a rating system score of 23 points or more on the classification system referenced (Ecology Publication No. 14-06-029, or as revised and approved by Ecology). 2. “Category II wetlands” provide high levels of some functions, being difficult, though not impossible to replace, and have a moderately high level of functions, scoring between 20 and 22 points. 3. “Category III wetlands” have a score between 16 and 19 points, generally have been disturbed in some way and are often less diverse or more isolated from other natural resources in the landscape than Category II wetlands. 55 of 252 5 22149 4. “Category IV wetlands” have the lowest levels of functions, scoring fewer than 16 points and are often heavily disturbed. These are wetlands that should be able to be replaced, or in some cases be improved. However, experience has shown that replacement cannot be guaranteed in any specific case. These wetlands may provide some important functions, and should be protected to some degree. 5. “Artificially created wetlands” are purposefully created landscape features, ponds and storm water detention or retention facilities. Artificially created wetlands do not include wetlands created as mitigation, and wetlands modified for approved land use activities. Purposeful creation must be demonstrated to the director through documentation, photographs, statements and/or other evidence. Artificial wetlands intentionally created from nonwetland sites are excluded from regulation under this section. Surface Water Drainages (Streams): The City of Auburn defines “streams” as those natural channels where water flows at least part of the year. Streams are classified into four types, based on their flow and capacity to support fish. Artificial channels (e.g., ditches) are generally not protected by the City of Auburn, unless they are fish-bearing or convey a stream that previously occurred naturally in that location. 1. “Type S streams” are those natural streams identified as “shorelines of the state” under Chapter 90.58 RCW and the city of Auburn shoreline master program. 2. “Type F streams” are those natural streams that are not Class I streams and are either perennial or intermittent and have one of the following characteristics: a. Contain fish habitat; or b. Has significant recreational value, as determined by the director. 3. “Type Np streams” are those natural streams with perennial (year-round) or intermittent flow and do not contain fish habitat. 4. “Type Ns streams” are those natural streams and drainage swales with channel width less than two feet taken at the ordinary high water mark, that do not contain fish habitat. 5. “Intentionally created streams” are those manmade streams defined as such in these regulations, and do not include streams created as mitigation. Purposeful creation must be demonstrated through documentation, photographs, statements and/or other evidence. Intentionally created streams may include irrigation and drainage ditches, grass-lined swales and canals. Intentionally created streams are excluded from regulation under this section, except manmade streams that provide “critical habitat,” as designated by federal or state agencies, for salmonids. 56 of 252 6 22149 Fish and Wildlife Habitat Areas: Fish and wildlife habitat conservation are defined by the City of Auburn as those areas that provide food, water, nesting and rearing areas, cover, and movement opportunities for fish and wildlife. These areas are often located in conjunction with other critical areas such as wetlands and streams. Wetland habitat areas are classified into three types, based on the amount of support they provide. Habitat areas shall be classified as critical, secondary, or tertiary according to the criteria in this section: 1. “Critical habitat” are those habitat areas which meet any of the following criteria: a. The documented presence of species or habitat listed by federal or state agencies as “endangered,” “threatened,” or “sensitive”; or b. The presence of unusual nesting or resting sites such as heron rookeries; c. Category I wetlands, as defined in these regulations; or d. Type S streams, as defined in these regulations. 2. “Secondary habitat” is habitat which is valuable to fish and wildlife and supports a wide variety of species due to its undisturbed nature, a diversity of plant species and structure, presence of water, or the area’s size, location, or seasonal importance. 3. “Tertiary habitat” is habitat which is not classified as critical or secondary. It is habitat which, while supporting some wildlife and performing other valuable functions, does not currently possess essential characteristics necessary to support diverse wildlife communities. Tertiary habitat also includes habitat which has been created purposefully by human actions to serve other or multiple purposes, such as open space areas, landscape amenities, and detention facilities. STUDY METHODS Habitat Technologies completed an onsite assessment on June 15, 2022. In addition, Habitat Technologies has completed similar assessments for a variety of the parcels within the general area of the project site. The western portion of the project site was dominated by a single-family homesite and managed yard. The majority of the project site was dominated by dense thickets of generally invasive shrubs that had become established following prior land clearing and management actions. Field data are provided in Appendix A and locations shown on Figure 8. Soils The western portion of the project site was dominated by existing single-family homesite and associated managed yard. The central and eastern portions of the project site had been modified by prior land use actions and the development of a buried utility corridor. As a result of these prior actions the surface soil to a depth of three (3) to approximately 57 of 252 7 22149 10 inches within the central and eastern portions of the project site was typically composed of a moderately percentage of grass roots and loamy to gravelly loam. In many areas the surface soil included previously disposed imported fill materials. Surface soil coloration ranged from very dark brown (10YR 2/2), very dark grayish brown (10YR 3/2), to dark brown (10YR 3/3). The subsoil to a depth of approximately 24 inches was typically dark brown (10YR 3/3) to dark yellowish brown (10YR 4/4) and exhibited a gravel loam to very gravelly loam texture. The subsoil also included areas of previously disposed imported fill material and was often very compacted. Onsite soil characteristics were identified as not meeting the “hydric” soils criteria. The prior placement and ongoing management of a buried sewer utility within the project site has created an internal compacted maintenance road. No portion of the project site was identified to exhibit prominent characteristics typically associated with “hydric” soils. Hydrology The project site sloped generally from the southwest to the northeast. As defined by onsite assessment the project site appeared to drain moderately following seasonal storm events and did not exhibit any areas where the concentrated movement of surface water created a defined channel or swale. As defined onsite during a seasonal rainfall event, small pockets of shallow surface water were collected within the tire ruts associated with the internal sewer line maintenance roadway. However, this collected rainwater appeared to dissipate and infiltrate somewhat quickly such that these areas did not exhibit prominent field indicators of wetland hydrology. A seasonal stream was identified within a well-incised ravine offsite to the east of the project site – east of 64th Avenue South. This offsite seasonal stream had been defined as a Type N Stream (non-fish bearing) within assessments completed for a number of parcels generally to the south and subsequently verified by the City of Auburn. Vegetation As noted above, the entire project site had been modified by prior homesite creation and management actions, along with the installation and management of a buried sewer utility. The plant community within the western portion of the project site had been managed as a part of the existing homesite and include a variety of generally ornamental trees and shrubs along with areas of lawn. The central and eastern portions of the project site were dominated by a variety of primarily invasive shrubs, a scattering of young sapling trees, and a wide variety of grasses and herbs. Observed species included red alder (Alnus rubra), black cottonwood (Populus trichocarpa), big leaf maple (Acer macrophyllum), one-seed 58 of 252 8 22149 hawthrone (Crataegus monogyna), domestic cherry (Prunus spp.), locust (Robinia pseudoacacia), evergreen blackberry (Rubus laciniatus), Himalayan blackberry (Rubus armeniacus), trailing blackberry (Rubus ursinus), Scots broom (Cytisus scoparius), Indian plum (Oemleria cerasiformis), holly (Ilex aquifolium), salal (Gaultheria shallon), snowberry (Symphoricarpus albus), rose (Rosa spp.), Douglas spiraea (Spiraea douglasii), common dandelion (Taraxacum officinale), daisy (Bellis perennis), buttercup (Ranunculus repens), clover (Trifolium spp.), cats ear (Hypochaeris glabra), thistle (Cirsium vulgare and Cirsium arvensis), sheep sorrel (Rumex acetosella), Queen Annes lace (Daucus carota), bracken fern (Pteridium aquilium), bluegrass (Poa spp.), bentgrass (Agrostis spp.), wheatgrass (Agropyron spp.), reed canarygrass (Phalaris arundinacea), softrush (Juncus effusus), and toad rush (Juncus bufonius). The plant community throughout the majority of the project site was identified as a mixture of hydrophytic and non-hydrophytic species. Within the compacted area associated with the internal sewer maintenance roadway the plant community included a predominance of more hydrophytic species. Wildlife Wildlife species observed directly and indirectly within the project site, along with those species previously observed within the area, and those species that would reasonably be expected to use the habitats provided within and immediately adjacent to the project site included red tailed hawk (Buteo jamaicensis), common raven (Corvus corax), American crow (Corvus brachynchos), American robin (Turdus migratorius), dark eyed junco (Junco hyemalis), Steller’s jay (Cyanocitta stelleri), Northern flicker (Colaptes auratus), black-capped chickadee (Parus atricapillus), purple finch (Carpodacus purpureus), song sparrow (Melospiza melodia), rufous hummingbird (Selasphorus rufus), Anna’s hummingbird (Calytpe anna), coyote (Canis latrans), raccoon (Procyon lotor), eastern cottontail (Sylvilagus floridanus), stripped skunk (Mephitis mephitis), opossum (Didelphis virginianus), deer mouse (Peromyscus maniculatus), shrew (Sorex spp.), mole (Scapanus spp.), bats (Myotis spp.), Norway rat (Rattus norvegicus), eastern gray squirrel (Sciurus carolinensis), and common garter snake (Thamnophis sirtalis). The project site was not identified and has not been documented to provide suitable spawning or juvenile rearing habitats for amphibians and did not provide direct habitats for fish species. Wildlife Movement Corridors: The project site was within an area of residential development. As identified by onsite wildlife trails, small and medium sized mammals (to include residential pets) appeared to be moving throughout the central and eastern portions of the project site and generally offsite to the east. The project site is also within the general area of the migratory movement of passerine birds. The forested area offsite to the east and associated with the previously documented seasonal stream appeared well used by wildlife. 59 of 252 9 22149 State Priority Species Several species identified by the State of Washington as “Priority Species” were observed onsite or potentially may utilize the habitats provided by the project site. Priority species require protective measures for their survival because of population status, sensitivity to habitat alteration, and/or recreational, commercial, or tribal importance. Game Species: “Game species” are regulated by the State of Washington through recreational hunting bag limits, harvest seasons, and harvest area restrictions. No State Game species were observed or have been documented within the project site. Black-tail deer have been identified to use the forested hillslope associated with the stream corridor offsite to the east. State Monitored: State Monitored species are native to Washington but require habitat that has limited availability, are indicators of environmental quality, require further assessment, have unresolved taxonomy, may be competing with other species of concern, or have significant popular appeal. No State Monitored species were identified or have been documented to use the habitats provided within the project site. State Candidate: State Candidate species are presently under review by the State of Washington Department of Fish and Wildlife (WDFW) for possible listing as endangered, threatened, or sensitive. No State Candidate species were identified or have been documented to use the habitats provided within the project site. State Sensitive: State Sensitive species are native to Washington and is vulnerable to declining and is likely to become endangered or threatened throughout a significant portion of its range without cooperative management or removal of threats. No State Sensitive species were identified or have been documented to use the habitats provided within the project site. State Threatened: State Threatened species means any wildlife species native to the state of Washington that is likely to become an endangered species within the foreseeable future throughout a significant portion of its range within the state without cooperative management or removal of threats. No State Threatened species were identified or have been documented to use the habitats provided within the project site. State Endangered: State endangered species means any species native to the state of Washington that is seriously threatened with extinction throughout all or a significant portion of its range within the state. No State Endangered species were identified or have been documented to use the habitats provided within the project site. 60 of 252 10 22149 Federally Listed Species No federally listed endangered, threatened, or sensitive species were observed or have been documented to utilize the habitats provided within the project site. However, the Lower Green River located well offsite to the east has been documented to provide habitats for: SPECIES FEDERAL STATUS Puget Sound Chinook salmon (Oncorhynchus tshawytscha) Threatened Puget Sound Steelhead (Oncorhynchus mykiss) Threatened Native char - bull trout (Salvelinus confluentus) Threatened Coho salmon (Oncorhynchus kisutch) Species of concern Bald eagle (Haliaeetus leucocephalus) Species of concern ASSESSMENT CONCLUSIONS IDENTIFIED CRITICAL AREAS Critical Areas determination was based on specific criteria in accordance with the Corps of Engineers Wetland Delineation Manual (1987 Manual) with the 2010 Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Western Mountains, Valleys, and Coast Region (2010 Supplement); the Washington State Wetlands Rating System (WDOE 2014 version); the State of Washington Department of Natural Resources (WDNR) Forest Practice Rules (WAC 222-16-030); and the City of Auburn Chapter 16.10 – Critical Areas. Based on these methods no areas within the project site were identified to exhibit all three of the established “wetland” criteria. In addition, no areas were identified onsite to exhibit characteristics of a “stream” or City of Auburn “fish and wildlife habitat areas” (Figure 8). This assessment did identify a City of Auburn Type Ns Stream located offsite to the east of the project site within a well-incised ravine. The standard City of Auburn buffer for this stream would be defined as 50 feet in width as measured from the ordinary high water mark and would not extend to the western side of 64 th Avenue South along the eastern boundary of the project site. The forested hillside generally associated with the offsite Type Ns Stream located offsite to the east and northeast of the project site also appears best defined as a City of Auburn “secondary habitat.” This forested area is also defined as a “priority habitat” by the Washington Department of Fish and Wildlife. 61 of 252 11 22149 SITE PLANNING A potential future Selected Site Development Action has not yet been fully formulated for Parcel 4463400352. However, since the assessment of critical areas documented above did not identify any onsite wetlands, streams, or fish and wildlife habitat areas future site development actions could be accomplished without encroachments into the offsite City of Auburn Type Ns Stream or its associated 50-foot buffer, or an encroachment into the offsite City of Auburn fish and wildlife habitat area associated with the forested hillside. STANDARD OF CARE This document has been completed by Habitat Technologies for use by AP Consulting Engineers, PLLC. Prior to extensive site planning the defined critical habitats should be reviewed and verified by the City of Auburn personnel and potentially other resource and permitting agencies. Habitat Technologies has provided professional services that are in accordance with the degree of care and skill generally accepted in the nature of the work accomplished. No other warranties are expressed or implied. Habitat Technologies is not responsible for design costs incurred before this document is approved by the appropriate resource and permitting agencies. Bryan W. Peck Senior Wetland Biologist Thomas D. Deming, SPWS Habitat Technologies 62 of 252 12 22149 FIGURES 63 of 252 King Date: 6/23/2022 Notes: ±The information included on this map has been compiled by King County staff from a variety of sources and issubject to change without notice. King County makes no representations or warranties, express or implied,as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intendedfor use as a survey product. King County shall not be liable for any general, special, indirect, incidental, orconsequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuseof the information contained on this map. Any sale of this map or information on this map is prohibited except bywritten permission of King County. Figure 1 Site Vicinity 64 of 252 Figure 2 NWI Mapping U.S. Fish and Wildlife Service, National Standards and Support Team,wetlands_team@fws.gov Wetlands Estuarine and Marine Deepwater Estuarine and Marine Wetland Freshwater Emergent Wetland Freshwater Forested/Shrub Wetland Freshwater Pond Lake Other Riverine June 24, 2022 0 0.06 0.120.03 mi 0 0.1 0.20.05 km 1:3,789 This page was produced by the NWI mapperNational Wetlands Inventory (NWI) This map is for general reference only. The US Fish and Wildlife Service is not responsible for the accuracy or currentness of the base data shown on this map. All wetlands related data should be used in accordance with the layer metadata found on the Wetlands Mapper web site. 65 of 252 Figure 3 66 of 252 Figure 4 WDFW Salmonscape Mapping Esri, HERE, Garmin, GeoTechnologies, Inc., USGS/NHD, Dale Gombert (WDFW), WDFW, Maxar All SalmonScape Species June 23, 2022 0 0.1 0.20.05 mi 0 0.15 0.30.07 km 1:9,028 67 of 252 Department ofNatural Resources(DNR), Forest Map Symbols Forest Practices Water Type Map ¯ End of Fish orLast Fish? "Manmade Barrier*Natural Fish Barrier Start and End Point of SurveyedReach[[New Stream F Proposed Water Type Stream Removalxxx Break between water typesFN Extreme care was used during the compilation of this map to ensureits accuracy. However, due to changes in data and the need torely on outside information, the Department of Natural Resourcescannot accept responsibility for errors or omissions, and therefore, there are no warranties that accompany this material.Date: 6/23/2022 Time: 5:26:09 PM Additional Information Legal Description S01 T21.0N R04.0E, S02 T21.0N R04.0E 0 0.1Miles Figure 5 68 of 252 King Date: 6/23/2022 Notes: The information included on this map has been compiled by King County staff from a variety of sources and issubject to change without notice. King County makes no representations or warranties, express or implied,as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intendedfor use as a survey product. King County shall not be liable for any general, special, indirect, incidental, orconsequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuseof the information contained on this map. Any sale of this map or information on this map is prohibited except bywritten permission of King County. Legend Parcels Potentiallandslide hazardareas (2016, seeexplanation--->) Erosion hazard(1990 SAO) Seismic hazard(1990 SAO) Coal mine hazard(1990 SAO) Stream (1990 SAO) class 1 class 2 perennial class 2 salmonid class 3 unclassified Wetland (1990SAO) Sensitive areanotice on title Figure 6 King County Mapping ± 69 of 252 Soil Map—King County Area, Washington (Figure 7 Soils Mapping) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/23/2022 Page 1 of 3 47° 20' 13'' N 122° 15' 23'' W47° 20' 13'' N122° 15' 18'' W47° 20' 8'' N 122° 15' 23'' W47° 20' 8'' N 122° 15' 18'' WN Map projection: Web Mercator Corner coordinates: WGS84 0 30 60 120 180 Feet 0 10 20 40 60 Meters Map Scale: 1:713 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. 70 of 252 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: King County Area, Washington Survey Area Data: Version 17, Aug 23, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 6, 2020—Jul 20, 2020 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—King County Area, Washington (Figure 7 Soils Mapping) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/23/2022 Page 2 of 3 71 of 252 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AgC Alderwood gravelly sandy loam, 8 to 15 percent slopes 1.9 100.0% Totals for Area of Interest 1.9 100.0% Soil Map—King County Area, Washington Figure 7 Soils Mapping Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/23/2022 Page 3 of 3 72 of 252 ★ MN 15°18' Boundary Figure 8 Site Graphic 25 ft 73 of 252 13 22149 REFERENCE AND BACKGROUND LIST Adamus, P.R., E.J. Clairain Jr., R.D. Smith, and R.E. Young. 1987. Wetland Evaluation Technique (WET); Volume II: Methodology, Operational Draft Technical Report Y-87, U.S. Army Engineer Waterways Experiment Station, Vicksburg, Mississippi. Cowardin, Lewis M. et al, 1979. Classification of Wetlands and Deepwater Habitats of the United States. Office of Biological Services, U.S. Fish and Wildlife Service, U.S. Department of the Interior, FWS/OBS-79/31. Hitchcock, C.L., A. Cronquist. 1977. Flora of the Pacific Northwest. University of Washington Press. Seattle, Washington. Hruby, T. 2014. Washington State Wetland Rating System for Western Washington: 2014 Update. (Publication #14-06-029). Olympia, WA: Washington Department of Ecology. Lichvar,R.W., D.L. Banks, W.N. Kirchner, and N.C. Melvin. 2016. The National Wetlands Plant List: 2016 wetland ratings. Phytoneuron 2016-30: 1-17. Published 28 April 2016. ISSN 2153 733X. http://wetland-plands. Usace.army.mil/ Reppert, R.T., W. Sigleo, E. Stakhiv, L. Messman, and C. Meyers. 1979. Wetland Values - Concepts and Methods for Wetland Evaluation. Research Report 79-R1, U.S. Army Corps of Engineers, Institute for Water Resources, Fort Belvoir, Virginia. United States Army Corps of Engineers, 1987. Wetlands Delineation Manual. Technical Report Y-87-1, US Army Engineer Waterways Experiment Station, Vicksburg, Mississippi. March 1987. United States Army Corps of Engineers. 2010. Regional Supplement to the Corps of Engineers Wetland Delineation Manual: Western Mountains, Valleys, and Coast Region (Version 2.0), Environmental Laboratory ERDC/EL TR-08-13. US Climate Data, 2015 http://www.usclimatedata.com/climate/tacoma/washington /united-states/uswa0441/0441/2014/1 USDA Natural Resource Conservation Service Plants Database, 2015 (for hydrophytic plan classification): http://plants.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. Web Soil Survey. 2016 http://vewsoilsurvey.nrcs.usda.gov/app/newfeatures.2.3.htm. US Fish and Wildlife Service National Wetland Inventory Mapper, 2016 (for NWI wetland mapping): http://www.fws.gov/wetlands/Data/Mapper.html. 74 of 252 14 22149 Washington State Department of Ecology. 1997. Washington State Wetlands Identification and Delineation Manual. Publication Number 96-94. Washington State Department of Fish and Wildlife Priority Habitats and Species Maps 2016 http://wdfw.wa.gov/mapping/phs/ Washington State Department of Fish and Wildlife SalmonScape Mapping System, 2016 (for fish presence): http://apps.wdfw.wa.gov/salmonscape/map.html Washington State Department of Natural Resources FPARS Mapping System, 2016 (for stream typing): http://fortess.wa.gov/dnr/app1/fpars/viewer.htm 75 of 252 15 22149 APPENDIX A – Field Data Sheets 76 of 252 US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region Project/Site: Parcel 0221049104 City/County: City of Auburn Sampling Date:15 JUN 2022 Applicant/Owner: State: WA. Sampling Point: SP1 Investigator(s): Habitat Technologies Section, Township, Range: S04 T21N R02E Landform (hillslope, terrace, etc.): hillside Local relief (concave, convex, none): rolling Slope (%): 2-4% Subregion (LRR): A Lat: Long: Datum: Soil Map Unit Name: Alderwood gravelly sandy loam NWI classification: Moderately well Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Is the Sampled Area within a Wetland? Yes No Remarks: mixed plant community of sapling trees, shrubs, grasses, and herbs formed following prior management actions. onsite during heavy seasonal rainfall event VEGETATION – Use scientific names of plants. Absolute Dominant Indicator Tree Stratum (Plot size: 15ft radius) % Cover Species? Status 1. 2. 3. 4. 100 = Total Cover Sapling/Shrub Stratum (Plot size: 15ft radius) 1. Rubus armeniacus 20 yes FAC 2. Gaultheria shallon trace no FACU 3. Symphoricarpus albus trace no FACU 4. Cytisus scoparius 20 yes UPL 5. 40 = Total Cover Herb Stratum (Plot size: 15ft radius) 1. Polystichum muniutm 5 no FACU 2. Ranunculus repens 15 yes FACW 3. Bellis spp. 15 yes FACU 4. Hypochaeris lanatum 15 yes FACU 5. Taraxacum officinale 15 yes FACU 6. Rumex acetosella trace no FACU 7. Agrostis tenuis 15 yes FAC 8. 9. 10. 11. 75 = Total Cover Woody Vine Stratum (Plot size: 15ft radius) 1. 2. 0 = Total Cover % Bare Ground in Herb Stratum Dominance Test worksheet: Number of Dominant Species That Are OBL, FACW, or FAC: 2 (A) Total Number of Dominant Species Across All Strata: 7 (B) Percent of Dominant Species That Are OBL, FACW, or FAC: 28 (A/B) Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species x 1 = FACW species x 2 = FAC species x 3 = FACU species x 4 = UPL species x 5 = Column Totals: (A) (B) Prevalence Index = B/A = Hydrophytic Vegetation Indicators: Rapid Test for Hydrophytic Vegetation Dominance Test is >50% Prevalence Index is ≤3.01 Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) Wetland Non-Vascular Plants1 Problematic Hydrophytic Vegetation1 (Explain) 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. Hydrophytic Vegetation Present? Yes No Remarks: mixture of shrubs, herbs, and grasses establishing following prior management actions 77 of 252 US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 SOIL Sampling Point: SP1 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks 0-4 10YR 3/2 100 GSL 4-24 10YR 4/3 100 GSL very mixed, somewhat compacted 1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix. Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils 3: Histosol (A1) Sandy Redox (S5) 2 cm Muck (A10) Histic Epipedon (A2) Stripped Matrix (S6) Red Parent Material (TF2) Black Histic (A3) Loamy Mucky Mineral (F1) (except MLRA 1) Very Shallow Dark Surface (TF12) Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) Other (Explain in Remarks) Depleted Below Dark Surface (A11) Depleted Matrix (F3) Thick Dark Surface (A12) Redox Dark Surface (F6) 3Indicators of hydrophytic vegetation and Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) wetland hydrology must be present, Sandy Gleyed Matrix (S4) Redox Depressions (F8) unless disturbed or problematic. Restrictive Layer (if present): Type:________________________________ Depth (inches):________________________ Hydric Soil Present? Yes No Remarks: No prominent field indicators of hydric soils. HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required; check all that apply) Secondary Indicators (2 or more required) Surface Water (A1) Water-Stained Leaves (B9) (except MLRA Water-Stained Leaves (B9) (MLRA 1, 2, High Water Table (A2) 1, 2, 4A, and 4B) 4A, and 4B) Saturation (A3) Salt Crust (B11) Drainage Patterns (B10) Water Marks (B1) Aquatic Invertebrates (B13) Dry-Season Water Table (C2) Sediment Deposits (B2) Hydrogen Sulfide Odor (C1) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Oxidized Rhizospheres along Living Roots (C3) Geomorphic Position (D2) Algal Mat or Crust (B4) Presence of Reduced Iron (C4) Shallow Aquitard (D3) Iron Deposits (B5) Recent Iron Reduction in Tilled Soils (C6) FAC-Neutral Test (D5) Surface Soil Cracks (B6) Stunted or Stressed Plants (D1) (LRR A) Raised Ant Mounds (D6) (LRR A) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Frost-Heave Hummocks (D7) Sparsely Vegetated Concave Surface (B8) Field Observations: Surface Water Present? Yes No Depth (inches): Water Table Present? Yes No Depth (inches): Saturation Present? Yes No Depth (inches): 10 inches (includes capillary fringe) Wetland Hydrology Present? Yes No Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: No prominent field indicators of wetland hydrology. onsite during heavy seasonal rainfall. 78 of 252 US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region Project/Site: Parcel 0221049104 City/County: City of Auburn Sampling Date:15 JUN 2022 Applicant/Owner: State: WA. Sampling Point: SP2 Investigator(s): Habitat Technologies Section, Township, Range: S04 T21N R02E Landform (hillslope, terrace, etc.): hillside Local relief (concave, convex, none): rolling Slope (%): 2-4% Subregion (LRR): A Lat: Long: Datum: Soil Map Unit Name: Alderwood gravelly sandy loam NWI classification: Moderately well Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Is the Sampled Area within a Wetland? Yes No Remarks: mixed plant community of sapling trees, shrubs, grasses, and herbs formed following prior management actions. onsite during seasonal rainfall event VEGETATION – Use scientific names of plants. Absolute Dominant Indicator Tree Stratum (Plot size: 15ft radius) % Cover Species? Status 1. Alnus rubra 25 yes FAC 2. Populus trichocarpa <10 no FAC 3. Crataegus monogyna <10 no FACU 4. <40 = Total Cover Sapling/Shrub Stratum (Plot size: 15ft radius) 1. Rubus armeniacus 25 yes FAC 2. Rubus laciniatus <10 no FACU 3. Symphoricarpus albus trace no FACU 4. Cytisus scoparius 25 yes UPL 5. <60 = Total Cover Herb Stratum (Plot size: 15ft radius) 1. Polystichum muniutm trace no FACU 2. Ranunculus repens <5 no FACW 3. Bellis spp. trace no FACU 4. Hypochaeris lanatum trace no FACU 5. Taraxacum officinale 10 yes FACU 6. Phalaris arundinacea 10 yes FACW 7. Agrostis tenuis 10 yes FAC 8. 9. 10. 11. <50 = Total Cover Woody Vine Stratum (Plot size: 15ft radius) 1. 2. 0 = Total Cover % Bare Ground in Herb Stratum Dominance Test worksheet: Number of Dominant Species That Are OBL, FACW, or FAC: 4 (A) Total Number of Dominant Species Across All Strata: 6 (B) Percent of Dominant Species That Are OBL, FACW, or FAC: 66 (A/B) Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species x 1 = FACW species x 2 = FAC species x 3 = FACU species x 4 = UPL species x 5 = Column Totals: (A) (B) Prevalence Index = B/A = Hydrophytic Vegetation Indicators: Rapid Test for Hydrophytic Vegetation Dominance Test is >50% Prevalence Index is ≤3.01 Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) Wetland Non-Vascular Plants1 Problematic Hydrophytic Vegetation1 (Explain) 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. Hydrophytic Vegetation Present? Yes No Remarks: mixture of young alders, shrubs, herbs, and grasses establishing following prior management actions 79 of 252 US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 SOIL Sampling Point: SP2 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks 0-6 10YR 3/2 100 GSL 6-10 10YR 3/3 100 GSL very mixed, somewhat compacted 10-24 10YR 4/4 100 GSL very mixed, somewhat compacted 1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix. Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils 3: Histosol (A1) Sandy Redox (S5) 2 cm Muck (A10) Histic Epipedon (A2) Stripped Matrix (S6) Red Parent Material (TF2) Black Histic (A3) Loamy Mucky Mineral (F1) (except MLRA 1) Very Shallow Dark Surface (TF12) Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) Other (Explain in Remarks) Depleted Below Dark Surface (A11) Depleted Matrix (F3) Thick Dark Surface (A12) Redox Dark Surface (F6) 3Indicators of hydrophytic vegetation and Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) wetland hydrology must be present, Sandy Gleyed Matrix (S4) Redox Depressions (F8) unless disturbed or problematic. Restrictive Layer (if present): Type:________________________________ Depth (inches):________________________ Hydric Soil Present? Yes No Remarks: No prominent field indicators of hydric soils. HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required; check all that apply) Secondary Indicators (2 or more required) Surface Water (A1) Water-Stained Leaves (B9) (except MLRA Water-Stained Leaves (B9) (MLRA 1, 2, High Water Table (A2) 1, 2, 4A, and 4B) 4A, and 4B) Saturation (A3) Salt Crust (B11) Drainage Patterns (B10) Water Marks (B1) Aquatic Invertebrates (B13) Dry-Season Water Table (C2) Sediment Deposits (B2) Hydrogen Sulfide Odor (C1) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Oxidized Rhizospheres along Living Roots (C3) Geomorphic Position (D2) Algal Mat or Crust (B4) Presence of Reduced Iron (C4) Shallow Aquitard (D3) Iron Deposits (B5) Recent Iron Reduction in Tilled Soils (C6) FAC-Neutral Test (D5) Surface Soil Cracks (B6) Stunted or Stressed Plants (D1) (LRR A) Raised Ant Mounds (D6) (LRR A) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Frost-Heave Hummocks (D7) Sparsely Vegetated Concave Surface (B8) Field Observations: Surface Water Present? Yes No Depth (inches): Water Table Present? Yes No Depth (inches): Saturation Present? Yes No Depth (inches): 8 inches (includes capillary fringe) Wetland Hydrology Present? Yes No Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: No prominent field indicators of wetland hydrology. onsite during heavy seasonal rainfall events. 80 of 252 US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 WETLAND DETERMINATION DATA FORM – Western Mountains, Valleys, and Coast Region Project/Site: Parcel 0221049104 City/County: City of Auburn Sampling Date:15 JUN 2022 Applicant/Owner: State: WA. Sampling Point: SP3 Investigator(s): Habitat Technologies Section, Township, Range: S04 T21N R02E Landform (hillslope, terrace, etc.): hillside Local relief (concave, convex, none): rolling Slope (%): 2-4% Subregion (LRR): A Lat: Long: Datum: Soil Map Unit Name: Alderwood gravelly sandy loam NWI classification: Moderately well Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.) Are Vegetation , Soil , or Hydrology significantly disturbed? Are “Normal Circumstances” present? Yes No Are Vegetation , Soil , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.) SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc. Hydrophytic Vegetation Present? Yes No Hydric Soil Present? Yes No Wetland Hydrology Present? Yes No Is the Sampled Area within a Wetland? Yes No Remarks: somewhat compacted adjacent to internal maintenance road for City sewer line. onsite during heavy seasonal rainfall with water in tire ruts VEGETATION – Use scientific names of plants. Absolute Dominant Indicator Tree Stratum (Plot size: 15ft radius) % Cover Species? Status 1. Alnus rubra (sampling) trace no FAC 2. 3. 4. trace = Total Cover Sapling/Shrub Stratum (Plot size: 15ft radius) 1. Rubus armeniacus 25 yes FAC 2. Rubus laciniatus <5 no FACU 3. Symphoricarpus albus trace no FACU 4. Cytisus scoparius 10 no UPL 5. Oemleria cerasiformis trace no FACU <40 = Total Cover Herb Stratum (Plot size: 15ft radius) 1. Juncus effusus 15 yes FACW 2. Ranunculus repens 25 yes FACW 3. Poa spp <5 no FACU 4. Hypochaeris lanatum trace no FACU 5. Taraxacum officinale trace no FACU 6. Phalaris arundinacea 40 yes FACW 7. Agrostis tenuis trace no FAC 8. 9. 10. 11. <80 = Total Cover Woody Vine Stratum (Plot size: 15ft radius) 1. 2. 0 = Total Cover % Bare Ground in Herb Stratum Dominance Test worksheet: Number of Dominant Species That Are OBL, FACW, or FAC: 4 (A) Total Number of Dominant Species Across All Strata: 4 (B) Percent of Dominant Species That Are OBL, FACW, or FAC: 100 (A/B) Prevalence Index worksheet: Total % Cover of: Multiply by: OBL species x 1 = FACW species x 2 = FAC species x 3 = FACU species x 4 = UPL species x 5 = Column Totals: (A) (B) Prevalence Index = B/A = Hydrophytic Vegetation Indicators: Rapid Test for Hydrophytic Vegetation Dominance Test is >50% Prevalence Index is ≤3.01 Morphological Adaptations1 (Provide supporting data in Remarks or on a separate sheet) Wetland Non-Vascular Plants1 Problematic Hydrophytic Vegetation1 (Explain) 1Indicators of hydric soil and wetland hydrology must be present, unless disturbed or problematic. Hydrophytic Vegetation Present? Yes No Remarks: mixture of young alders, shrubs, herbs, and grasses establishing along compacted internal sewer access 81 of 252 US Army Corps of Engineers Western Mountains, Valleys, and Coast – Version 2.0 SOIL Sampling Point: SP3 Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.) Depth Matrix Redox Features (inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks 0-11 10YR 3/2 100 GSL 11-24 10YR 3/3 95 10YR 4/6 5 D M GSL very mixed, somewhat compacted 1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining, M=Matrix. Hydric Soil Indicators: (Applicable to all LRRs, unless otherwise noted.) Indicators for Problematic Hydric Soils 3: Histosol (A1) Sandy Redox (S5) 2 cm Muck (A10) Histic Epipedon (A2) Stripped Matrix (S6) Red Parent Material (TF2) Black Histic (A3) Loamy Mucky Mineral (F1) (except MLRA 1) Very Shallow Dark Surface (TF12) Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) Other (Explain in Remarks) Depleted Below Dark Surface (A11) Depleted Matrix (F3) Thick Dark Surface (A12) Redox Dark Surface (F6) 3Indicators of hydrophytic vegetation and Sandy Mucky Mineral (S1) Depleted Dark Surface (F7) wetland hydrology must be present, Sandy Gleyed Matrix (S4) Redox Depressions (F8) unless disturbed or problematic. Restrictive Layer (if present): Type:________________________________ Depth (inches):________________________ Hydric Soil Present? Yes No Remarks: No prominent field indicators of hydric soils. HYDROLOGY Wetland Hydrology Indicators: Primary Indicators (minimum of one required; check all that apply) Secondary Indicators (2 or more required) Surface Water (A1) Water-Stained Leaves (B9) (except MLRA Water-Stained Leaves (B9) (MLRA 1, 2, High Water Table (A2) 1, 2, 4A, and 4B) 4A, and 4B) Saturation (A3) Salt Crust (B11) Drainage Patterns (B10) Water Marks (B1) Aquatic Invertebrates (B13) Dry-Season Water Table (C2) Sediment Deposits (B2) Hydrogen Sulfide Odor (C1) Saturation Visible on Aerial Imagery (C9) Drift Deposits (B3) Oxidized Rhizospheres along Living Roots (C3) Geomorphic Position (D2) Algal Mat or Crust (B4) Presence of Reduced Iron (C4) Shallow Aquitard (D3) Iron Deposits (B5) Recent Iron Reduction in Tilled Soils (C6) FAC-Neutral Test (D5) Surface Soil Cracks (B6) Stunted or Stressed Plants (D1) (LRR A) Raised Ant Mounds (D6) (LRR A) Inundation Visible on Aerial Imagery (B7) Other (Explain in Remarks) Frost-Heave Hummocks (D7) Sparsely Vegetated Concave Surface (B8) Field Observations: Surface Water Present? Yes No Depth (inches): Water Table Present? Yes No Depth (inches): 15 inches Saturation Present? Yes No Depth (inches): surface (includes capillary fringe) Wetland Hydrology Present? Yes No Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available: Remarks: No prominent field indicators of wetland hydrology. onsite during period of heavy seasonal rainfall, surface water in tire ruts. 82 of 252 Jason Engineering Geotechnical Engineering Retaining Wall / Pavement Design Construction Management Special Inspection / Material Testing Date: 2022.08.09 Project: Meredith Bend, Auburn File #: 22028 Phone: 206-786-8645 Email: Jason@jasonengineering.com PO Box 100 Milton WA. 98354 Page 1 of 3 AP CONSULTING 1519 W Valley Hwy North Auburn, WA 98001 Attn: Adam Paul Re: 6229 South 296th, Auburn Parcel #s: 0221049104 This letter addresses the proposed construction at 6229 South 296th in Auburn WA. Parcel information, size and legal description are summarized below: Address: 6229 South 296th Auburn WA 98001 Parcel: 0221049104 Legal: E 281.03 FT OF W 1260 FT OF S 310 FT OF N 330 FT OF NW 1/4 OF SE 1/4 Lot size: 87,120 SF (2.00 AC) Geology of Area: (So) Snohomish silt loam The geology of the site and surrounding area as taken from the USDA Soil Conservation Service Survey consists of Alderwood gravelly sandy loam (AgC). Typical Alderwood soils are moderately well drained, undulating to hilly soils that have dense, very slowly permeable glacial till at a depth of 20 to 40 inches; on uplands and terraces formed under conifers in glacial deposits. Layers at 2 to 12 inches are a dark brown, dry, slightly hard, friable soil. It is non sticky, non plastic strongly acidic, with a sub angular blocky structure. From 12 to 27 inches the soil is grayish brown to light gray hard friable, non sticky, non plastic and medium acidic. Boundaries are wavy with distinct mottles of light olive. At 27 to 60 inches the soil is grayish brown to light gray weakly to strongly consolidated till. It is dry, medium acidic with distinct mottles of light olive and yellowish brown. Permeability is moderately rapid in the surface layer and subsoil, however it is very slow within the cemented layer and dense glacial till. A perched water table is as high as 18 to 36 inches at times from January through March. Runoff is slow to medium and erosion hazard is low. Landslide hazard area categories Per Section 16.10.020 “Landslide hazard areas” means areas that, due to a combination of slope inclination, relative soil permeability, and hydrologic conditions are susceptible to varying degrees of risk of land sliding. Landslide hazard areas are classified as Classes I through IV based on the degree of risk as follows: 1. Class I/Low Hazard. Areas with slopes of 15 percent or less. 2. Class II/Moderate Hazard. Areas with slopes of between 15 percent and 40 percent and that are underlain by soils that consist largely of sand, gravel or glacial till. 3. Class III/High Hazard. Areas with slopes between 15 percent and 40 percent that are underlain by soils consisting largely of silt and clay. 83 of 252 EXHIBIT 7 Jason Engineering Geotechnical Engineering Retaining Wall / Pavement Design Construction Management Special Inspection / Material Testing Date: 2022.08.09 Project: Meredith Bend, Auburn File #: 22028 Phone: 206-786-8645 Email: Jason@jasonengineering.com PO Box 100 Milton WA. 98354 Page 2 of 3 4. Class IV/Very High Hazard. Areas with slopes steeper than 15 percent with identifiable zones of emergent water (e.g., springs or groundwater seepage), areas of identifiable landslide deposits regardless of slope and all areas sloping more steeply than 40 percent. The slopes referenced above include only those where the surface drops 10 feet or more vertically within a horizontal distance of 25 feet. The total vertical relief of the site per the GIS map is 35 feet over a horizontal distant of 290 feet. This equates to an average slope of 12% across the site. A visual reconnaissance of the site confirms there were no steep slopes on the site. The site is less than 15%. The potential landslide hazard would be classified as low. The site topography also indicates that no portion of the site has a drop of 10 feet or more within 25 feet at any location on the property. There were no signs of previous slope instability or failures. The site is over 100 feet from the top of the steep slope to the east of the site There are no other critical areas on site that meet the classification or rating of critical area per Section 16.10.080. The hatch marks on iMAP do not appear to match Auburn's current definition critical areas. The elevation contours are contrary to the hatch marks that indicate a hazard area. We also reviewed the geotechnical report from Geo Resources for an adjacent property (6033 S 296th Street) dated August 18, 2012. We are in agreement with the conclusions in the report. The report may be considered applicable to the subject site. The site appears to be stable. The proposed short plat is feasible from a geotechnical perspective. We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have any questions concerning this report, the procedures used, or if we can be of any further assistance please call us at (206) 786-8645. Respectfully Submitted, JASON ENGINEERING, INC. Jason EC Bell Geotechnical Engineer 84 of 252 Jason Engineering Geotechnical Engineering Retaining Wall / Pavement Design Construction Management Special Inspection / Material Testing Date: 2022.08.09 Project: Meredith Bend, Auburn File #: 22028 Phone: 206-786-8645 Email: Jason@jasonengineering.com PO Box 100 Milton WA. 98354 Page 3 of 3 Appendix: Site Photos View looking south from NW corner on S 296th. View looking south from NE corner on S 296th. View looking west from NE corner on 64th Ave S. 85 of 252 Not to Scale Meredith Bend 6343 S 296th Auburn WA 98001 Parcel: 0221049104 Date:2022.08.09 Figure A.1.0 File#: 22028 Jason Engineering - (206) 786-8645 - Jason@Jasonengineering.com SITE LOCATION 86 of 252 HAZARD AREA PER COUNTY GIS Not to Scale Meredith Bend 6343 S 296th Auburn WA 98001 Parcel: 0221049104 Date: 2022.08.09 Figure A.2.0 File#: 22028 Jason Engineering - (206) 786-8645 - Jason@Jasonengineering.com GIS 87 of 252 Not to Scale Meredith Bend 6343 S 296th Auburn WA 98001 Parcel: 0221049104 Date: 2022.08.09 Figure A.3.0 File#: 22028 Jason Engineering - (206) 786-8645 - Jason@Jasonengineering.com USGS SOIL TYPE The geology of the site and surrounding area as taken from the USDA Soil Conservation Service Survey consists of Alderwood gravelly sandy loam (AgC). Typical Alderwood soils are moderately well drained, undulating to hilly soils that have dense, very slowly permeable glacial till at a depth of 20 to 40 inches; on uplands and terraces formed under conifers in glacial deposits. Layers at 2 to 12 inches are a dark brown, dry, slightly hard, friable soil. It is non sticky, non plastic strongly acidic, with a sub angular blocky structure. From 12 to 27 inches the soil is grayish brown to light gray hard friable, non sticky, non plastic and medium acidic. Boundaries are wavy with distinct mottles of light olive. At 27 to 60 inches the soil is grayish brown to light gray weakly to strongly consolidated till. It is dry, medium acidic with distinct mottles of light olive and yellowish brown. Permeability is moderately rapid in the surface layer and subsoil, however it is very slow within the cemented layer and dense glacial till. A perched water table is as high as 18 to 36 inches at times from January through March. Runoff is slow to medium and erosion hazard is moderate. 88 of 252 Jason Engineering Geotechnical Engineering Retaining Wall / Pavement Design Construction Management Special Inspection / Material Testing Date: 2022.08.09 Project: Meredith Bend, Auburn File #: 22028 Phone: 206-786-8645 Email: Jason@jasonengineering.com PO Box 100 Milton WA. 98354 Page 1 of 2 AP CONSULTING 1519 W Valley Hwy North Auburn, WA 98001 Attn: Adam Paul Re: 6229 South 296th, Auburn Parcel #s: 0221049104 This letter is in response to the city comments 1.What recommendation does the geotech have to prevent the storm water storage volume from being reduced by groundwater entering the pond? Based on previous testing by us and geotechnical reports by others, the depth of the dense, slowly permeable, glacial till is fairly consistent at 3 feet below the surface. We do not anticipate groundwater to flow easily into the pond. The only water that is likely to enter the pond will be from surface runoff and roof downspouts. We do not expect the volume to be decreased by groundwater. 2.What does the geotech recommend for wall drainage and support, including around the storm water detention facility? Wall drainage should be at least 12 inches of crushed, free draining material; railroad ballast, crushed/chipped rock with no fines. 3.The proposed detention pond appears to be undersized. The detention pond size will be addressed by AP Consulting. 4.The steep slope appears closer to the pond than stated in the previous Geotech report. Is the Geotech aware the slope was closer than stated in their report, and would they make any necessary corrections? We have reviewed the site plan dated 05/11/2022 and note the storm water pond is in the NE corner. The road, 64th Ave S is 60 feet in itself and separates the subject property from a steep slope on an adjacent property. There is another 30 feet to the approximate top of slope on the adjacent property. The setback for the pond from the property line on the subject property is nearly 30 feet. The glacial till in the area is slowly permeable. The glacial till is very dense and strong. There is sufficient distance between the pond and any nearby slope. All these items combined give great confidence in the safety of the proposed pond location. 89 of 252 Jason Engineering Geotechnical Engineering Retaining Wall / Pavement Design Construction Management Special Inspection / Material Testing Date: 2022.08.09 Project: Meredith Bend, Auburn File #: 22028 Phone: 206-786-8645 Email: Jason@jasonengineering.com PO Box 100 Milton WA. 98354 Page 2 of 2 We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have any questions concerning this report, the procedures used, or if we can be of any further assistance please call us at (206) 786-8645. Respectfully Submitted, JASON ENGINEERING, INC. Jason EC Bell Geotechnical Engineer 90 of 252 91 of 252 EXHIBIT 8 TABLE OF CONTENTS PAGE CHAPTER 1 - PROJECT OVERVIEW 1 CHAPTER 2 – EXISTING CONDITIONS SUMMARY 2 CHAPTER 3 - OFF-SITE ANALYSIS 2 CHAPTER 4 - PERMANENT STORMWATER CONTROL PLAN 3 CHAPTER 5 - DISCUSSION OF MINIMUM REQUIREMENTS 6 TABLE OF APPENDICES OPERATION AND MAINTENANCE MANUAL A SWPPP B HYDRAULIC ANALYSIS AND MODELING RESULTS C OTHER SPECIAL RESULTS D DECLARATION OF COVENANT FOR PRIVATELY MAINTAINED FACILITIES DOWNSTREAM VICINITY MAP E F FIGURES FIGURE 1 – VICINITY MAP PAGE 1 92 of 252 1 PRELIMINARY MEREDITH BEND SUBDIVISION STORMWATER SITE PLAN CHAPTER 1 - PROJECT OVERVIEW This report accompanies the drainage review plan prepared for the Meredith Bend Subdivision project on parcel number 0221049104 in Auburn, Washington at 6343 South 296th Street in Auburn, WA which has the following legal description: The east 281.03 feet of the west 1260.00 feet of the south 310 feet of the north 330.00 feet of the northwest quarter of the southeast quarter of Section 2, Township 21 North, Range 4 East, W.M. in King County, Washington. Situate in King County, Washington. The project has been designed to meet the requirements of the 2019 Stormwater Management Manual for Western Washington (SMMWW) and the City of Auburn Supplemental Manual to the Ecology SWMMWW (COASM). It is anticipated that a Level 3 storm permit, FAC permit, grading permit, and utility permits will be required for this project. FIGURE 1 – Vicinity Map The existing 2.0-acre site is a residential lot with an existing single-family residence. The neighboring parcels to the west are all single-family residential lots. The north edge of the property has frontage on the South 296th Street right-of-way, the east edge of the property has frontage on the 64th Avenue South right-of-way, and the south edge of the property has frontage on the South 296th Court right-of-way. Project Site 93 of 252 2 The project will consist of the construction of infrastructure improvements to support a new 10-lot subdivision which is expected to include right-of-way improvements to South 296th Street, 64th Avenue South, and South 296th Court, a shared private access, and utility improvements. Stormwater runoff from the proposed project will be detained on-site in a detention pond. CHAPTER 2 - EXISTING CONDITIONS SUMMARY The existing cover on the site consists primarily of an existing residence, a gravel driveway, grass, and a few trees. Slopes vary across the site and range from flat to around 14%, but predominantly flow northeast. It is possible that stormwater may enter the site from the neighboring parcels to the west along the property line, but no concentrated points of discharge to this site are known to exist. Existing stormwater runoff from the site leaves the property by sheet flowing across the existing vegetation and is eventually collected in stormwater conveyance system near the intersection of South 296th Street and 64th Avenue South. The City of Auburn did not identify any historical drainage problems on or near the site in their Pre-application Conference Summary, dated June 14th, 2022. Based on information provided by the Washington State Department of Health, the site is not located within a wellhead protection area. An existing sewer main crosses the property and existing domestic services have been provided to the existing residence. Public water, sewer, and stormwater utilities exist immediately adjacent to the property. On-site soils are Jason Engineering Inc. as Alderwood gravelly, sandy loams. A copy of the geotechnical report provided by Jason Engineering Inc. is included in Appendix D. The site is not known to have a high potential for erosion and sediment deposition. No sensitive or critical areas are known to exist on or immediately adjacent to the property. No fuel tanks are known to exist on the property. No septic systems are known to exist on or within 100 feet of the property. No superfund areas are known to exist in the vicinity of the project. No basin plans are known to exist that would affect the property. No basin plans, flood studies, groundwater studies, wetland designations, sensitive area designations, environmental impact statements, environmental checklists, lake restoration plans, or water quality reports are known to have impacts for this property, at this time. No 100-year flood hazard zones are known to impact the property. The existing conditions for the basin are summarized in the table in Chapter 4 of this report. 94 of 252 3 CHAPTER 3 - OFF-SITE ANALYSIS Downstream Basin of Threshold Discharge Area: A downstream analysis has been prepared using information from King County GIS map and city’s as-built information about the conveyance in the right-of-way. Stormwater will be collected and detained on site and then discharged to an existing catch basin located to the northeast of the property in the public right-of-way. At the corner of 296th and 64th, the conveyance system discharges down into a ravine where it is collected in a stream at the bottom of the ravine which flows to the north to a point ¼ of a mile from the site. No significant problems with the existing system were identified and no impacts are anticipated due to the proposed detention to meet durations. The City of Auburn did not identify any historical drainage problems on or near the site in their Pre-application Conference Summary, dated June 14, 2022. No existing or potential constrictions, capacity deficiencies, flooding problems, overtopping, scouring, bank sloughing, sedimentation, significant destruction of aquatic habitat (e.g., siltation, stream incision), public or private easements could be observed or are known to exist along the downstream drainage system. A downstream vicinity map and Off-site Analysis Drainage System Table are provided in Appendix F. Upstream Tributary Basin: There is no significant impact expected from stormwater from the basins upstream of this project. There are no known concentrated run-on flows to the site from the adjacent properties. CHAPTER 4 - PERMANENT STORMWATER CONTROL PLAN Threshold Discharge Areas There is one threshold discharge area for this project, which encompasses 76,945 square feet of the project site. A Threshold Discharge Area Table is included in Appendix C of this report. 95 of 252 4 Predeveloped Site Hydrology Cover characteristics for the existing and historic conditions of the project site are as summarized in the table below. TABLE 1: PREDEVELOPED CONDITIONS Description Area (ft2) Total (ft2) Pervious Forest 76,570 76,570 Total 76,570 Developed Site Hydrology Project Summary Site cover characteristics for the proposed improvements to the project site and all relevant basins, both on-site and off-site, are summarized in the tables below and a basin map is included in Appendix C. The total area does not include the area that will be set aside for the existing residence. TABLE 2: DEVELOPED CONDITIONS Description Area (ft2) Total (ft2) Impervious On-site Infrastructure 8,540 52,095 On-site Residential 28,740 Off-site Infrastructure 8,690 Pond 6,125 Pervious On-site Landscaping 20,815 24,475 Off-site Landscaping 3,660 Total 76,570 No native vegetation exists on this property. On-site stormwater management BMPs are applied, as feasible to this project. This project contains no significant sub-basins. Based on Figure 3.1 of Volume I of the SWMMWW, because this property does not contain 35% or more of existing impervious coverage, will result in 5,000 square feet, or more, of new plus replaced hard surface area, all minimum requirements will need to be applied to all new and replaced hard surfaces and converted vegetation areas for this project. Based on Figure 3.3A of Auburn’s Supplemental Manual, because the project triggers Minimum Requirements 1 through 10 and will not meet the LID Performance Standard, this project will be required to implement BMPs for on-site stormwater management according to the requirements of List #2. 96 of 252 5 On-Site Stormwater Management System – Minimum Requirement #5 No native vegetation exists on the property and, therefore, none will be retained. This project will comply with List #2. Lawn & Landscaped Areas: The Post-Construction Soil Quality and Depth BMP (BMP T5.13), as detailed in Chapter 5 of Volume V of the SMMWW, will be applied to all new lawn and landscaping areas. Roofs: Full Dispersion (BMP T5.30) is infeasible. The proposed residential lots will not contain any native vegetation and 100-foot flow paths will not fit on the new properties and, therefore, Full Dispersion is infeasible. Infiltration (BMP T5.10A) is infeasible. According to the June 11th, 2013 report provided by Jason Engineering & Consulting Business, Inc., on the ITS Development and Kondratyev short plat parcels that are roughly 400 feet to the west and that Jason Engineering & Consulting Business, Inc. has indicated would reasonably describe conditions on this property, groundwater was found at depths of 24 inches and the infiltration rates that were measured using the less conservative falling head method were very low. Because of the shallow depth to groundwater, it is not possible to provide the separation between the bottom of the trench and the groundwater level and, therefore, infiltration is infeasible. Bioretention (BMP T7.30) is infeasible for the same reasons that infiltration is infeasible. Downspout Dispersion (BMP T5.10B) is infeasible. The small lot size that doesn’t leave 25 feet of flow path available and the slopes greater than 15% in the yards of the proposed lots make it infeasible. Perforated Stub-Out Connections (BMP T5.10C) are infeasible because groundwater is anticipated to be less than 1 foot below the bottom of the trenches that are part of the system. Other Hard Surfaces: Full Dispersion (BMP T5.30) is infeasible. The proposed residential lots will not contain any native vegetation and 100-foot flow paths will not fit on the new properties and, therefore, Full Dispersion is infeasible. Permeable Pavement (BMP T5.15) is infeasible. The property is within an area whose ground water drains into an erosion hazard, or landslide hazard area and, therefore, Permeable Pavement BMP’s are infeasible. 97 of 252 6 Bioretention (BMP T7.30) is infeasible for the same reasons that infiltration is infeasible. Concentrated Flow Dispersion (BMP T5.12) is infeasible. The small lot size that doesn’t leave 25 feet of flow path available and the slopes greater than 15% in the yards of the proposed lots make it infeasible. Sheet Flow Dispersion (BMP T5.12) is infeasible. The proposed lots will not contain enough vegetated buffer at slopes of less than 15% to accommodate the 10 or 25-foot flow paths or the flow paths would be directed toward the residences and, therefore, sheet flow dispersion is infeasible. Water Quality System – Minimum Requirement #6 The project will provide water quality treatment since there will be more than 5,000 square feet of new or replaced effective pollution-generating impervious surfaces constructed as part of the project. The project’s receiving water is the unnamed creek to the east of the property. There are no Category 5 - 303d-listed waterbodies within one quarter of a mile downstream of the property. The proposed development is a single-family residential development and is, therefore, not included in the list of types of areas that “typically generate high concentrations of oil due to high traffic turnover or the frequent transfer of oil” which are required by Section 1.2 of Volume III of the SWMMWW to provide oil control facilities. It is not practicable to provide runoff treatment by infiltrating into the native soil due to the high groundwater levels that are anticipated on the property. The project is not known to be located in a watershed that has been determined to be sensitive to phosphorus or are being managed to control phosphorus and, therefore, no phosphorus treatment BMPs are required for this project. Because the project is a single-family residential development, it is not included in the list of project types that require enhanced treatment BMPs. A BioPod is proposed to be installed in order to provide Basic Water Quality treatment for the runoff collected from the pollution-generating impervious surfaces in order to meet basic water quality requirements for this project. On-site stormwater runoff from the proposed project will be treated in a GULD Biopod in combination with the detention facility and will meet the Basic Water Quality requirements from Section 1.2 in Volume III of the SMMWW. The system has been sized to treat the on-line flow rate being discharged into the detention system, as 98 of 252 7 calculated using the current version of WWHM, which is 0.183 cfs. The proposed BioPod has a flow rate capacity of 0.203 cfs. A portion of the existing off-site infrastructure impervious will be routed through the proposed stormwater pond. In order to satisfy Section V.1-1 of the ASM, it will be necessary to provide water quality treatment. A Contech CDS 2015-4 pretreatment facility will be installed upstream of the proposed pond to treat the runoff from this area. GULD approval has been received for pretreatment for this device and it has a treatment capacity of 0.7 cfs. The area that will drain to it has a water quality flow rate of 0.020 cfs. Flow Control System – Minimum Requirement #7 This project has been designed to meet the Flow Control Performance Standard. Developed discharge durations will match predeveloped durations over the range of predeveloped discharge rates from 50% of the 2-year peak flow up to the full 50-year peak flow. Under developed conditions, the the following proposed surfaces will be included in the analysis of the proposed pond and is tabulated in Table 3, below, under the “To Pond” category: residential lot impervious (28,740 square feet; 0.660 acres), on-site infrastructure (8,540 square feet; 0.196 acres), a portion of the on-site landscaping that can be collected 16,065 square feet; 0.369 acres), and the pond surface (6,125 square feet; 0.141 acres). Additionally, a portion of the off-site proposed impervious infrastructure (1,356 square feet; 0.031 acres) and the off-site proposed landscaping (828 square feet; 0.019 acres) will be collected and routed to the pond along with some existing off-site impervious (3,942 square feet; 0.090 acres) that will be collected and detained in place of a portion of the off-site proposed infrastructure impervious that will bypass the pond. The existing off-site impervious infrastructure will also be provided with pretreatment in order to meet the requirements of Section V.1-1 of the ASM. The portion of the landscaping (4,750 square feet; 0.109 acres) along the eastern edge of the project area will not be able to be collected and routed to the pond. A total of 8,690 square feet (0.199 acres) of proposed off-site impervious and 3,660 square feet (0.084 acres) of proposed off-site landscaping will be constructed as part of this project. As discussed above, a total of 5,298 square feet (0.121 acres) of off-site proposed and existing impervious will be collected and routed to the pond, leaving 3,392 square feet (0.078 acres) to bypass the pond. Additionally, a total of 828 square feet (0.019 acres) of off-site proposed landscaping will be collected and routed to the pond, leaving 2,817 square feet (0.065 acres) to bypass the pond. The runoff from areas bypassing the stormwater pond converge within a quarter of a mile of the project site discharge location, the net effect at the point of convergence is 99 of 252 8 the same with the bypass, the 100-year peak discharge from the bypass area (0.08 cfs) does not exceed 0.4 cfs, no signifcant adverse impact will be created to downstream drainage systems or properties since all flow control requirements will be met and the discharge will be collected in manmade conveyance systems, and runoff treatment requirements are not required for sidewalk areas. Therefore, the SWMMWW indicates that this bypass is allowed. The future residential lot impervious is the maximum impervious surface allowed by the city’s current zoning code. The Post-Construction Soil Quality and Depth BMP (BMP T5.13), as detailed in Chapter 5 of Volume V of the SMMWW, will be applied to all new lawn and landscaping areas and, therefore, these areas will be modeled as pasture in WWHM. The table, below summarizes the inputs to WWHM that are described above and the Basin Map Legend column identifies the related areas described on the Basin Map in Appendix C or how the difference between those areas determine the input for WWHM. TABLE 3: WWHM INPUTS Basin Map Legend WWHM Inputs Total (ac) Modeled as Impervious (ac) Lawn (ac) Pasture (ac) Forest (ac) TO POND A Residential Impervious 0.660 0.660 0.000 0.000 0.000 B On-site Infrastructure 0.196 0.196 0.000 0.000 0.000 C-J On-site Landscaping 0.369 0.000 0.000 0.369 0.000 D Off-site Proposed Infrastructure 0.031 0.031 0.000 0.000 0.000 E Off-site Existing Impervious 0.090 0.090 0.000 0.000 0.000 F Off-site Proposed Landscaping 0.019 0.000 0.000 0.019 0.000 G Pond Water Surface 0.141 0.141 0.000 0.000 0.000 Subtotal 1.506 1.118 0.000 0.388 0.000 BYPASS H-D-E Off-site Impervious 0.078 0.078 0.000 0.000 0.000 I-F Off-site Landscaping 0.065 0.000 0.000 0.065 0.000 J On-site Landscaping 0.109 0.000 0.000 0.109 0.000 Subtotal 0.252 0.078 0.000 0.174 0.000 The detention facility is designed to provide a 50-year volume of 23,140 cubic feet (0.531-acre feet) at a storage depth of 5.15 feet. Detailed WWHM results are included in Appendix C. A summary of the results of the WWHM model are included in the table below. 100 of 252 9 Table 4: Runoff Summary Return Predeveloped Runoff Rate (CFS) Bypass Release Rate (CFS) Detention Release Rate (CFS) Total Developed Release Rate (CFS) Maximum Water Surface Depth (FT) 2-year 0.052 0.034 0.025 0.052 3.88 50-year 0.151 0.071 0.101 0.123 5.15 It is understood that there may be groundwater within 24 inches of the surface. If directed by the geotechnical engineer, a groundwater interception system will be installed to route groundwater away from the pond to avoid malfunctioning. Conveyance System Analysis and Design All new conveyance pipes will have capacity to convey the on-site 100-year peak runoff rate (0.935 CFS) through them, as calculated using the current WWHM model. CHAPTER 5 - DISCUSSION OF MINIMUM REQUIREMENTS Minimum Requirement #1: Preparation of a Stormwater Site Plan This document has been prepared in order to comply with the requirement to provide a Stormwater Site Plan. Minimum Requirement #2: Construction Stormwater Pollution Prevention This project results in greater than 2,000 square feet of new and replaced impervious surface and therefore, requires a Construction SWPPP. A Construction SWPPP will be prepared and included in Appendix B at the time of the FAC permit application. Minimum Requirement #3: Source Control of Pollution All known, available, and reasonable source control BMPs will be included in Appendix A of this report at the time of the FAC permit application as information for the property owners. Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls Under existing conditions, stormwater runoff is discharged into the manmade conveyance system in the right-of-way at the northeast corner of the property. Under the proposed conditions, the runoff will continue to be discharged to the same conveyance system. Minimum Requirement #5: On-Site Stormwater Management Based on Figure 3.3A of Auburn’s Supplemental Manual, because the project triggers minimum requirements 1 through 10 and will not meet the LID Performance Standard, this project will be required to implement BMPs for on-site stormwater management according to the requirements of List #2. 101 of 252 10 Minimum Requirement #6: Runoff Treatment The project will provide runoff treatment in compliance with Minimum Requirement #6 since there will be more than 5,000 square feet of effective pollution-generating impervious surface. Minimum Requirement #7: Flow Control The project will provide flow control facilities that will be designed to match durations over a range of flowrates from 50% of the 2-year predeveloped peak flow up to and including the 50-year predeveloped peak flow rate, in accordance with Section 3.4.7 of Volume I of the SMMWW. Minimum Requirement #8: Wetlands Protection There are no known wetlands on this project site or on any of the neighboring lots. Also, the project does not, to the best of our knowledge, discharge to a wetland. Minimum Requirement #9: Operation and Maintenance An operation & maintenance manual will be included in Appendix A of this report at the time of the FAC permit application that meets the requirements of the City’s stormwater manual. Minimum Requirement #10: Off-Site Analysis & Mitigation An upstream and downstream analysis was completed for this project and is included in Chapter 3 of this report. 102 of 252 APPENDIX A: OPERATION & MAINTENANCE MANUAL 103 of 252 APPENDIX B: CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (SWPPP) 104 of 252 APPENDIX C: HYDRAULIC /HYDROLOGIC ANALYSIS AND MODELING RESULTS 105 of 252 PRIVATE106 of 252 Figure 2: Project Threshold Worksheet Description On- site Off- site Total Existing Conditions Total project area (ft²) 64,220 12,350 76,570 Existing hard surface (ft²) 0 4,763 4,763 Existing native vegetation area (ft²) 0 0 0 Existing vegetation area (ft²) 64,220 7,587 71,807 Developed Conditions Total Project Area 64,220 12,350 76,570 Amount of new hard surface (ft²) 37,280 7,587 44,867 Amount of new pollution generating hard surface (PGHS) (ft²) 8,540 7,587 16,127 Amount of replaced hard surface (ft²) 0 4,763 4,763 Amount of replaced PGHS (ft²) 0 4,763 4,763 Amount of new + replaced hard surface (ft²) 37,280 12,350 49,630 Amount of new + replaced PGHS (ft²) 8,540 12,350 20,890 Amount of existing hard surfaces converted to vegetation (ft²) 00 0 Amount of land disturbed (ft²) 64,220 12,350 76,570 Vegetation to lawn/landscaped (ft²) 20,235 4,240 24,475 Native vegetation to pasture (ft²) 0 0 0 Existing vegetation area to remain (ft²) 0 0 0 Existing hard surface to remain unaltered (ft²) 0 0 0 Value of proposed improvements ($) Assessed value of existing site improvements ($) 0 N/A Amount to be graded/filled (cubic feet) 0 0 107 of 252 WWHM2012 PROJECT REPORT 108 of 252 2022029 - Meredith Bend 11/26/2023 2:20:04 PM Page 2 General Model Information WWHM2012 Project Name:2022029 - Meredith Bend Site Name:296th St Auburn Site Address:6229 296th Street City:Auburn Report Date:11/26/2023 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:0.000 (adjusted) Version Date:2023/01/27 Version:4.2.19 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Low Flow Threshold for POC2:50 Percent of the 2 Year High Flow Threshold for POC2:50 Year Low Flow Threshold for POC3:50 Percent of the 2 Year High Flow Threshold for POC3:50 Year 109 of 252 2022029 - Meredith Bend 11/26/2023 2:20:04 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 1.758 Pervious Total 1.758 Impervious Land Use acre Impervious Total 0 Basin Total 1.758 110 of 252 2022029 - Meredith Bend 11/26/2023 2:20:04 PM Page 4 Basin 2 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 1.604 Pervious Total 1.604 Impervious Land Use acre Impervious Total 0 Basin Total 1.604 111 of 252 2022029 - Meredith Bend 11/26/2023 2:20:04 PM Page 5 Basin 3 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 0.14 Pervious Total 0.14 Impervious Land Use acre Impervious Total 0 Basin Total 0.14 112 of 252 2022029 - Meredith Bend 11/26/2023 2:20:04 PM Page 6 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Pasture, Mod 0.388 Pervious Total 0.388 Impervious Land Use acre ROADS FLAT 0.064 ROADS MOD 0.253 ROOF TOPS FLAT 0.66 POND 0.141 Impervious Total 1.118 Basin Total 1.506 113 of 252 2022029 - Meredith Bend 11/26/2023 2:20:04 PM Page 7 Bypass Bypass:Yes GroundWater:No Pervious Land Use acre C, Pasture, Mod 0.174 Pervious Total 0.174 Impervious Land Use acre ROADS FLAT 0.078 Impervious Total 0.078 Basin Total 0.252 114 of 252 2022029 - Meredith Bend 11/26/2023 2:20:04 PM Page 8 WQ - Onsite Bypass:No GroundWater:No Pervious Land Use acre C, Pasture, Mod 0.489 Pervious Total 0.489 Impervious Land Use acre ROADS MOD 0.116 ROOF TOPS FLAT 0.66 ROADS FLAT 0.187 POND 0.152 Impervious Total 1.115 Basin Total 1.604 115 of 252 2022029 - Meredith Bend 11/26/2023 2:20:04 PM Page 9 WQ - Off-site Bypass:No GroundWater:No Pervious Land Use acre C, Pasture, Mod 0.019 Pervious Total 0.019 Impervious Land Use acre ROADS FLAT 0.121 Impervious Total 0.121 Basin Total 0.14 116 of 252 2022029 - Meredith Bend 11/26/2023 2:20:04 PM Page 10 Routing Elements Predeveloped Routing 117 of 252 2022029 - Meredith Bend 11/26/2023 2:20:04 PM Page 11 Mitigated Routing Trapezoidal Pond 1 Bottom Length:52.00 ft. Bottom Width:50.00 ft. Depth:11 ft. Volume at riser head:0.5477 acre-feet. Side slope 1:3 To 1 Side slope 2:3 To 1 Side slope 3:3 To 1 Side slope 4:3 To 1 Discharge Structure Riser Height:5.2 ft. Riser Diameter:12 in. Orifice 1 Diameter:0.625 in.Elevation:0 ft. Orifice 2 Diameter:1.438 in.Elevation:3.9 ft. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.059 0.000 0.000 0.000 0.1222 0.061 0.007 0.003 0.000 0.2444 0.063 0.015 0.005 0.000 0.3667 0.065 0.022 0.006 0.000 0.4889 0.066 0.030 0.007 0.000 0.6111 0.068 0.039 0.008 0.000 0.7333 0.070 0.047 0.009 0.000 0.8556 0.072 0.056 0.009 0.000 0.9778 0.074 0.065 0.010 0.000 1.1000 0.076 0.074 0.011 0.000 1.2222 0.078 0.084 0.011 0.000 1.3444 0.080 0.093 0.012 0.000 1.4667 0.082 0.103 0.012 0.000 1.5889 0.084 0.113 0.013 0.000 1.7111 0.086 0.124 0.013 0.000 1.8333 0.088 0.134 0.014 0.000 1.9556 0.090 0.145 0.014 0.000 2.0778 0.092 0.156 0.015 0.000 2.2000 0.094 0.168 0.015 0.000 2.3222 0.096 0.179 0.016 0.000 2.4444 0.099 0.191 0.016 0.000 2.5667 0.101 0.204 0.017 0.000 2.6889 0.103 0.216 0.017 0.000 2.8111 0.105 0.229 0.017 0.000 2.9333 0.108 0.242 0.018 0.000 3.0556 0.110 0.255 0.018 0.000 3.1778 0.112 0.269 0.018 0.000 3.3000 0.115 0.283 0.019 0.000 3.4222 0.117 0.297 0.019 0.000 3.5444 0.119 0.312 0.020 0.000 3.6667 0.122 0.326 0.020 0.000 3.7889 0.124 0.342 0.020 0.000 3.9111 0.127 0.357 0.026 0.000 4.0333 0.129 0.373 0.041 0.000 118 of 252 2022029 - Meredith Bend 11/26/2023 2:20:04 PM Page 12 4.1556 0.132 0.389 0.050 0.000 4.2778 0.134 0.405 0.056 0.000 4.4000 0.137 0.422 0.061 0.000 4.5222 0.140 0.439 0.066 0.000 4.6444 0.142 0.456 0.071 0.000 4.7667 0.145 0.474 0.075 0.000 4.8889 0.148 0.491 0.079 0.000 5.0111 0.150 0.510 0.082 0.000 5.1333 0.153 0.528 0.086 0.000 5.2556 0.156 0.547 0.228 0.000 5.3778 0.159 0.567 0.863 0.000 5.5000 0.162 0.586 1.605 0.000 5.6222 0.164 0.606 2.128 0.000 5.7444 0.167 0.626 2.425 0.000 5.8667 0.170 0.647 2.676 0.000 5.9889 0.173 0.668 2.904 0.000 6.1111 0.176 0.690 3.116 0.000 6.2333 0.179 0.711 3.313 0.000 6.3556 0.182 0.733 3.500 0.000 6.4778 0.185 0.756 3.677 0.000 6.6000 0.188 0.779 3.846 0.000 6.7222 0.191 0.802 4.007 0.000 6.8444 0.194 0.826 4.162 0.000 6.9667 0.197 0.849 4.312 0.000 7.0889 0.200 0.874 4.457 0.000 7.2111 0.204 0.899 4.597 0.000 7.3333 0.207 0.924 4.732 0.000 7.4556 0.210 0.949 4.865 0.000 7.5778 0.213 0.975 4.993 0.000 7.7000 0.216 1.001 5.118 0.000 7.8222 0.220 1.028 5.241 0.000 7.9444 0.223 1.055 5.360 0.000 8.0667 0.226 1.083 5.477 0.000 8.1889 0.230 1.111 5.591 0.000 8.3111 0.233 1.139 5.703 0.000 8.4333 0.237 1.168 5.813 0.000 8.5556 0.240 1.197 5.921 0.000 8.6778 0.243 1.227 6.027 0.000 8.8000 0.247 1.257 6.131 0.000 8.9222 0.250 1.287 6.233 0.000 9.0444 0.254 1.318 6.334 0.000 9.1667 0.257 1.349 6.433 0.000 9.2889 0.261 1.381 6.531 0.000 9.4111 0.265 1.413 6.627 0.000 9.5333 0.268 1.446 6.722 0.000 9.6556 0.272 1.479 6.815 0.000 9.7778 0.276 1.512 6.908 0.000 9.9000 0.279 1.546 6.998 0.000 10.022 0.283 1.581 7.088 0.000 10.144 0.287 1.616 7.177 0.000 10.267 0.291 1.651 7.265 0.000 10.389 0.294 1.687 7.351 0.000 10.511 0.298 1.723 7.437 0.000 10.633 0.302 1.760 7.521 0.000 10.756 0.306 1.797 7.605 0.000 10.878 0.310 1.835 7.688 0.000 11.000 0.314 1.873 7.769 0.000 11.122 0.318 1.911 7.850 0.000 119 of 252 2022029 - Meredith Bend 11/26/2023 2:20:04 PM Page 13120 of 252 2022029 - Meredith Bend 11/26/2023 2:20:04 PM Page 14 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:1.758 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.562 Total Impervious Area:1.196 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.052345 5 year 0.085772 10 year 0.107264 25 year 0.132831 50 year 0.15054 100 year 0.167081 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.052308 5 year 0.071834 10 year 0.086278 25 year 0.106329 50 year 0.122623 100 year 0.140125 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.060 0.062 1950 0.072 0.057 1951 0.114 0.102 1952 0.036 0.036 1953 0.029 0.038 1954 0.045 0.042 1955 0.071 0.045 1956 0.057 0.070 1957 0.046 0.053 1958 0.051 0.040 121 of 252 2022029 - Meredith Bend 11/26/2023 2:20:36 PM Page 15 1959 0.044 0.037 1960 0.079 0.085 1961 0.043 0.051 1962 0.027 0.034 1963 0.037 0.044 1964 0.053 0.041 1965 0.035 0.050 1966 0.034 0.041 1967 0.080 0.059 1968 0.045 0.052 1969 0.044 0.045 1970 0.035 0.045 1971 0.040 0.051 1972 0.087 0.093 1973 0.038 0.046 1974 0.043 0.048 1975 0.059 0.054 1976 0.042 0.044 1977 0.006 0.038 1978 0.036 0.045 1979 0.022 0.050 1980 0.102 0.080 1981 0.032 0.049 1982 0.066 0.081 1983 0.057 0.047 1984 0.034 0.036 1985 0.020 0.043 1986 0.090 0.052 1987 0.079 0.077 1988 0.031 0.035 1989 0.021 0.035 1990 0.190 0.108 1991 0.101 0.091 1992 0.041 0.040 1993 0.040 0.032 1994 0.013 0.029 1995 0.057 0.043 1996 0.133 0.100 1997 0.102 0.095 1998 0.025 0.044 1999 0.112 0.077 2000 0.040 0.048 2001 0.007 0.045 2002 0.046 0.062 2003 0.069 0.055 2004 0.074 0.103 2005 0.055 0.047 2006 0.062 0.064 2007 0.143 0.122 2008 0.175 0.115 2009 0.081 0.059 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1895 0.1222 2 0.1746 0.1155 3 0.1433 0.1076 122 of 252 2022029 - Meredith Bend 11/26/2023 2:20:36 PM Page 16 4 0.1327 0.1026 5 0.1144 0.1020 6 0.1123 0.1000 7 0.1024 0.0954 8 0.1022 0.0927 9 0.1005 0.0914 10 0.0897 0.0846 11 0.0868 0.0811 12 0.0814 0.0804 13 0.0804 0.0775 14 0.0792 0.0773 15 0.0789 0.0698 16 0.0738 0.0644 17 0.0715 0.0620 18 0.0711 0.0619 19 0.0691 0.0592 20 0.0663 0.0590 21 0.0616 0.0570 22 0.0602 0.0552 23 0.0594 0.0544 24 0.0574 0.0525 25 0.0573 0.0520 26 0.0567 0.0520 27 0.0548 0.0508 28 0.0526 0.0505 29 0.0514 0.0500 30 0.0463 0.0496 31 0.0463 0.0486 32 0.0452 0.0476 33 0.0445 0.0475 34 0.0441 0.0473 35 0.0440 0.0470 36 0.0434 0.0457 37 0.0427 0.0453 38 0.0424 0.0452 39 0.0410 0.0452 40 0.0401 0.0451 41 0.0399 0.0445 42 0.0399 0.0442 43 0.0385 0.0441 44 0.0371 0.0436 45 0.0359 0.0434 46 0.0358 0.0434 47 0.0353 0.0419 48 0.0349 0.0414 49 0.0342 0.0410 50 0.0336 0.0401 51 0.0321 0.0397 52 0.0313 0.0381 53 0.0290 0.0379 54 0.0270 0.0374 55 0.0251 0.0362 56 0.0217 0.0361 57 0.0207 0.0352 58 0.0203 0.0348 59 0.0135 0.0343 60 0.0072 0.0319 61 0.0062 0.0293 123 of 252 2022029 - Meredith Bend 11/26/2023 2:20:36 PM Page 17124 of 252 2022029 - Meredith Bend 11/26/2023 2:20:36 PM Page 18 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0262 17077 13362 78 Pass 0.0274 15492 11015 71 Pass 0.0287 14070 9214 65 Pass 0.0299 12797 7888 61 Pass 0.0312 11569 6947 60 Pass 0.0325 10515 6211 59 Pass 0.0337 9567 5653 59 Pass 0.0350 8752 5208 59 Pass 0.0362 8031 4819 60 Pass 0.0375 7347 4504 61 Pass 0.0387 6733 4207 62 Pass 0.0400 6188 3942 63 Pass 0.0412 5730 3700 64 Pass 0.0425 5309 3506 66 Pass 0.0438 4924 3309 67 Pass 0.0450 4569 3142 68 Pass 0.0463 4235 3003 70 Pass 0.0475 3951 2879 72 Pass 0.0488 3643 2770 76 Pass 0.0500 3388 2661 78 Pass 0.0513 3133 2547 81 Pass 0.0526 2915 2425 83 Pass 0.0538 2706 2301 85 Pass 0.0551 2490 2194 88 Pass 0.0563 2314 2088 90 Pass 0.0576 2136 1966 92 Pass 0.0588 1972 1842 93 Pass 0.0601 1822 1721 94 Pass 0.0613 1702 1613 94 Pass 0.0626 1577 1512 95 Pass 0.0639 1443 1418 98 Pass 0.0651 1325 1312 99 Pass 0.0664 1232 1221 99 Pass 0.0676 1147 1131 98 Pass 0.0689 1083 1054 97 Pass 0.0701 1020 966 94 Pass 0.0714 947 885 93 Pass 0.0727 885 797 90 Pass 0.0739 824 722 87 Pass 0.0752 760 639 84 Pass 0.0764 725 571 78 Pass 0.0777 674 513 76 Pass 0.0789 623 451 72 Pass 0.0802 589 385 65 Pass 0.0814 549 339 61 Pass 0.0827 506 305 60 Pass 0.0840 469 279 59 Pass 0.0852 427 254 59 Pass 0.0865 388 224 57 Pass 0.0877 356 188 52 Pass 0.0890 328 163 49 Pass 0.0902 297 135 45 Pass 0.0915 270 114 42 Pass 125 of 252 2022029 - Meredith Bend 11/26/2023 2:20:36 PM Page 19 0.0928 241 95 39 Pass 0.0940 218 80 36 Pass 0.0953 197 66 33 Pass 0.0965 173 54 31 Pass 0.0978 152 41 26 Pass 0.0990 130 35 26 Pass 0.1003 119 25 21 Pass 0.1015 104 23 22 Pass 0.1028 95 18 18 Pass 0.1041 84 17 20 Pass 0.1053 74 15 20 Pass 0.1066 69 12 17 Pass 0.1078 61 10 16 Pass 0.1091 54 10 18 Pass 0.1103 46 7 15 Pass 0.1116 39 4 10 Pass 0.1129 30 4 13 Pass 0.1141 25 3 12 Pass 0.1154 22 3 13 Pass 0.1166 20 1 5 Pass 0.1179 17 1 5 Pass 0.1191 14 1 7 Pass 0.1204 12 1 8 Pass 0.1216 8 1 12 Pass 0.1229 7 0 0 Pass 0.1242 7 0 0 Pass 0.1254 7 0 0 Pass 0.1267 6 0 0 Pass 0.1279 6 0 0 Pass 0.1292 6 0 0 Pass 0.1304 6 0 0 Pass 0.1317 6 0 0 Pass 0.1330 5 0 0 Pass 0.1342 5 0 0 Pass 0.1355 5 0 0 Pass 0.1367 5 0 0 Pass 0.1380 5 0 0 Pass 0.1392 5 0 0 Pass 0.1405 5 0 0 Pass 0.1417 4 0 0 Pass 0.1430 4 0 0 Pass 0.1443 3 0 0 Pass 0.1455 3 0 0 Pass 0.1468 3 0 0 Pass 0.1480 3 0 0 Pass 0.1493 3 0 0 Pass 0.1505 3 0 0 Pass 126 of 252 2022029 - Meredith Bend 11/26/2023 2:20:36 PM Page 20 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. 127 of 252 2022029 - Meredith Bend 11/26/2023 2:20:36 PM Page 21 LID Report 128 of 252 2022029 - Meredith Bend 11/26/2023 2:21:44 PM Page 22 POC 2 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #2 Total Pervious Area:1.604 Total Impervious Area:0 Mitigated Landuse Totals for POC #2 Total Pervious Area:0.489 Total Impervious Area:1.115 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.047759 5 year 0.078258 10 year 0.097868 25 year 0.121195 50 year 0.137353 100 year 0.152445 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0.442063 5 year 0.560884 10 year 0.641893 25 year 0.747259 50 year 0.828095 100 year 0.911048 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 1949 0.055 0.588 1950 0.065 0.601 1951 0.104 0.369 1952 0.033 0.306 1953 0.026 0.336 1954 0.041 0.362 1955 0.065 0.405 1956 0.052 0.395 1957 0.042 0.459 1958 0.047 0.365 1959 0.040 0.369 129 of 252 2022029 - Meredith Bend 11/26/2023 2:22:16 PM Page 23 1960 0.072 0.390 1961 0.040 0.387 1962 0.025 0.331 1963 0.034 0.382 1964 0.048 0.363 1965 0.032 0.467 1966 0.031 0.312 1967 0.073 0.529 1968 0.041 0.609 1969 0.040 0.422 1970 0.032 0.415 1971 0.036 0.491 1972 0.079 0.512 1973 0.035 0.302 1974 0.039 0.451 1975 0.054 0.502 1976 0.039 0.358 1977 0.006 0.367 1978 0.033 0.459 1979 0.020 0.619 1980 0.093 0.601 1981 0.029 0.458 1982 0.060 0.646 1983 0.052 0.516 1984 0.031 0.329 1985 0.018 0.446 1986 0.082 0.388 1987 0.072 0.598 1988 0.029 0.363 1989 0.019 0.473 1990 0.173 0.858 1991 0.092 0.655 1992 0.037 0.329 1993 0.037 0.285 1994 0.012 0.308 1995 0.052 0.405 1996 0.121 0.466 1997 0.093 0.432 1998 0.023 0.419 1999 0.102 0.861 2000 0.036 0.436 2001 0.007 0.473 2002 0.042 0.558 2003 0.063 0.470 2004 0.067 0.824 2005 0.050 0.380 2006 0.056 0.341 2007 0.131 0.772 2008 0.159 0.638 2009 0.074 0.555 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated 1 0.1729 0.8612 2 0.1593 0.8577 3 0.1307 0.8238 4 0.1211 0.7723 130 of 252 2022029 - Meredith Bend 11/26/2023 2:22:16 PM Page 24 5 0.1044 0.6549 6 0.1025 0.6459 7 0.0935 0.6383 8 0.0933 0.6185 9 0.0917 0.6091 10 0.0818 0.6012 11 0.0792 0.6010 12 0.0743 0.5976 13 0.0733 0.5883 14 0.0722 0.5577 15 0.0720 0.5552 16 0.0673 0.5286 17 0.0652 0.5157 18 0.0649 0.5121 19 0.0630 0.5016 20 0.0605 0.4912 21 0.0562 0.4732 22 0.0550 0.4725 23 0.0542 0.4699 24 0.0524 0.4670 25 0.0523 0.4663 26 0.0517 0.4594 27 0.0500 0.4587 28 0.0480 0.4577 29 0.0469 0.4507 30 0.0422 0.4455 31 0.0422 0.4363 32 0.0413 0.4320 33 0.0406 0.4217 34 0.0402 0.4195 35 0.0402 0.4150 36 0.0396 0.4053 37 0.0389 0.4050 38 0.0387 0.3945 39 0.0375 0.3896 40 0.0366 0.3883 41 0.0364 0.3866 42 0.0364 0.3816 43 0.0351 0.3802 44 0.0338 0.3693 45 0.0327 0.3691 46 0.0327 0.3667 47 0.0322 0.3651 48 0.0319 0.3632 49 0.0312 0.3629 50 0.0306 0.3620 51 0.0293 0.3583 52 0.0285 0.3405 53 0.0265 0.3363 54 0.0246 0.3310 55 0.0229 0.3294 56 0.0198 0.3289 57 0.0189 0.3120 58 0.0185 0.3080 59 0.0123 0.3062 60 0.0065 0.3020 61 0.0057 0.2852 131 of 252 2022029 - Meredith Bend 11/26/2023 2:22:16 PM Page 25132 of 252 2022029 - Meredith Bend 11/26/2023 2:22:16 PM Page 26 Duration Flows The Duration Matching Failed Flow(cfs)Predev Mit Percentage Pass/Fail 0.0239 17090 110323 645 Fail 0.0250 15490 106473 687 Fail 0.0262 14067 102773 730 Fail 0.0273 12805 99372 776 Fail 0.0285 11569 96036 830 Fail 0.0296 10515 92892 883 Fail 0.0308 9565 89812 938 Fail 0.0319 8750 86881 992 Fail 0.0330 8040 84079 1045 Fail 0.0342 7347 81342 1107 Fail 0.0353 6733 78775 1169 Fail 0.0365 6192 76379 1233 Fail 0.0376 5728 73962 1291 Fail 0.0388 5309 71717 1350 Fail 0.0399 4924 69514 1411 Fail 0.0411 4569 67439 1476 Fail 0.0422 4237 65407 1543 Fail 0.0434 3951 63461 1606 Fail 0.0445 3643 61557 1689 Fail 0.0457 3388 59760 1763 Fail 0.0468 3133 57985 1850 Fail 0.0479 2915 56274 1930 Fail 0.0491 2706 54627 2018 Fail 0.0502 2488 53001 2130 Fail 0.0514 2314 51483 2224 Fail 0.0525 2136 50071 2344 Fail 0.0537 1972 48617 2465 Fail 0.0548 1824 47226 2589 Fail 0.0560 1702 45900 2696 Fail 0.0571 1577 44660 2831 Fail 0.0583 1442 43398 3009 Fail 0.0594 1325 42179 3183 Fail 0.0606 1232 40981 3326 Fail 0.0617 1147 39826 3472 Fail 0.0629 1083 38692 3572 Fail 0.0640 1020 37644 3690 Fail 0.0651 947 36618 3866 Fail 0.0663 886 35612 4019 Fail 0.0674 824 34607 4199 Fail 0.0686 760 33645 4426 Fail 0.0697 725 32768 4519 Fail 0.0709 674 31933 4737 Fail 0.0720 623 31099 4991 Fail 0.0732 589 30308 5145 Fail 0.0743 549 29495 5372 Fail 0.0755 506 28725 5676 Fail 0.0766 469 27977 5965 Fail 0.0778 427 27207 6371 Fail 0.0789 388 26501 6830 Fail 0.0800 356 25795 7245 Fail 0.0812 328 25110 7655 Fail 0.0823 297 24426 8224 Fail 0.0835 270 23806 8817 Fail 0.0846 241 23185 9620 Fail 133 of 252 2022029 - Meredith Bend 11/26/2023 2:22:16 PM Page 27 0.0858 218 22565 10350 Fail 0.0869 197 21988 11161 Fail 0.0881 173 21389 12363 Fail 0.0892 152 20875 13733 Fail 0.0904 130 20362 15663 Fail 0.0915 119 19864 16692 Fail 0.0927 104 19365 18620 Fail 0.0938 95 18931 19927 Fail 0.0949 83 18431 22206 Fail 0.0961 74 18009 24336 Fail 0.0972 69 17535 25413 Fail 0.0984 61 17107 28044 Fail 0.0995 53 16683 31477 Fail 0.1007 46 16298 35430 Fail 0.1018 39 15860 40666 Fail 0.1030 30 15505 51683 Fail 0.1041 25 15126 60503 Fail 0.1053 22 14784 67200 Fail 0.1064 20 14414 72070 Fail 0.1076 17 14059 82700 Fail 0.1087 14 13734 98100 Fail 0.1098 12 13432 111933 Fail 0.1110 10 13150 131500 Fail 0.1121 7 12870 183857 Fail 0.1133 7 12581 179728 Fail 0.1144 7 12286 175514 Fail 0.1156 6 12021 200350 Fail 0.1167 6 11730 195500 Fail 0.1179 6 11467 191116 Fail 0.1190 6 11193 186550 Fail 0.1202 6 10925 182083 Fail 0.1213 5 10626 212520 Fail 0.1225 5 10389 207780 Fail 0.1236 5 10175 203500 Fail 0.1247 5 9927 198540 Fail 0.1259 5 9719 194380 Fail 0.1270 5 9524 190480 Fail 0.1282 5 9328 186560 Fail 0.1293 4 9127 228175 Fail 0.1305 4 8943 223575 Fail 0.1316 3 8731 291033 Fail 0.1328 3 8541 284700 Fail 0.1339 3 8329 277633 Fail 0.1351 3 8145 271500 Fail 0.1362 3 7967 265566 Fail 0.1374 3 7822 260733 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. 134 of 252 2022029 - Meredith Bend 11/26/2023 2:22:16 PM Page 28 Water Quality Water Quality BMP Flow and Volume for POC #2 On-line facility volume:0.1499 acre-feet On-line facility target flow:0.1828 cfs. Adjusted for 15 min:0.1828 cfs. Off-line facility target flow:0.1027 cfs. Adjusted for 15 min:0.1027 cfs. 135 of 252 2022029 - Meredith Bend 11/26/2023 2:22:16 PM Page 29 LID Report 136 of 252 2022029 - Meredith Bend 11/26/2023 2:22:16 PM Page 30 POC 3 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #3 Total Pervious Area:0.14 Total Impervious Area:0 Mitigated Landuse Totals for POC #3 Total Pervious Area:0.019 Total Impervious Area:0.121 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #3 Return Period Flow(cfs) 2 year 0.004169 5 year 0.00683 10 year 0.008542 25 year 0.010578 50 year 0.011988 100 year 0.013306 Flow Frequency Return Periods for Mitigated. POC #3 Return Period Flow(cfs) 2 year 0.046551 5 year 0.058862 10 year 0.067232 25 year 0.078098 50 year 0.086418 100 year 0.094945 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #3 Year Predeveloped Mitigated 1949 0.005 0.061 1950 0.006 0.065 1951 0.009 0.038 1952 0.003 0.033 1953 0.002 0.036 1954 0.004 0.038 1955 0.006 0.043 1956 0.005 0.042 1957 0.004 0.048 1958 0.004 0.039 1959 0.004 0.039 137 of 252 2022029 - Meredith Bend 11/26/2023 2:22:49 PM Page 31 1960 0.006 0.039 1961 0.003 0.041 1962 0.002 0.035 1963 0.003 0.040 1964 0.004 0.039 1965 0.003 0.049 1966 0.003 0.033 1967 0.006 0.057 1968 0.004 0.064 1969 0.004 0.045 1970 0.003 0.043 1971 0.003 0.052 1972 0.007 0.054 1973 0.003 0.032 1974 0.003 0.047 1975 0.005 0.054 1976 0.003 0.037 1977 0.000 0.039 1978 0.003 0.048 1979 0.002 0.066 1980 0.008 0.060 1981 0.003 0.049 1982 0.005 0.069 1983 0.005 0.055 1984 0.003 0.035 1985 0.002 0.048 1986 0.007 0.042 1987 0.006 0.064 1988 0.002 0.039 1989 0.002 0.049 1990 0.015 0.086 1991 0.008 0.067 1992 0.003 0.035 1993 0.003 0.030 1994 0.001 0.033 1995 0.005 0.043 1996 0.011 0.047 1997 0.008 0.045 1998 0.002 0.045 1999 0.009 0.092 2000 0.003 0.046 2001 0.001 0.050 2002 0.004 0.059 2003 0.006 0.047 2004 0.006 0.086 2005 0.004 0.040 2006 0.005 0.035 2007 0.011 0.081 2008 0.014 0.066 2009 0.006 0.060 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #3 Rank Predeveloped Mitigated 1 0.0151 0.0917 2 0.0139 0.0863 3 0.0114 0.0860 4 0.0106 0.0808 138 of 252 2022029 - Meredith Bend 11/26/2023 2:22:49 PM Page 32 5 0.0091 0.0685 6 0.0089 0.0672 7 0.0082 0.0660 8 0.0081 0.0657 9 0.0080 0.0646 10 0.0071 0.0643 11 0.0069 0.0641 12 0.0065 0.0609 13 0.0064 0.0600 14 0.0063 0.0596 15 0.0063 0.0592 16 0.0059 0.0565 17 0.0057 0.0553 18 0.0057 0.0539 19 0.0055 0.0538 20 0.0053 0.0517 21 0.0049 0.0501 22 0.0048 0.0495 23 0.0047 0.0488 24 0.0046 0.0486 25 0.0046 0.0482 26 0.0045 0.0482 27 0.0044 0.0480 28 0.0042 0.0472 29 0.0041 0.0468 30 0.0037 0.0467 31 0.0037 0.0461 32 0.0036 0.0450 33 0.0035 0.0449 34 0.0035 0.0448 35 0.0035 0.0435 36 0.0035 0.0430 37 0.0034 0.0428 38 0.0034 0.0421 39 0.0033 0.0418 40 0.0032 0.0411 41 0.0032 0.0399 42 0.0032 0.0398 43 0.0031 0.0395 44 0.0030 0.0392 45 0.0029 0.0391 46 0.0029 0.0390 47 0.0028 0.0386 48 0.0028 0.0385 49 0.0027 0.0382 50 0.0027 0.0380 51 0.0026 0.0369 52 0.0025 0.0359 53 0.0023 0.0354 54 0.0022 0.0353 55 0.0020 0.0352 56 0.0017 0.0349 57 0.0016 0.0332 58 0.0016 0.0331 59 0.0011 0.0326 60 0.0006 0.0320 61 0.0005 0.0300 139 of 252 2022029 - Meredith Bend 11/26/2023 2:22:49 PM Page 33140 of 252 2022029 - Meredith Bend 11/26/2023 2:22:49 PM Page 34 Duration Flows The Duration Matching Failed Flow(cfs)Predev Mit Percentage Pass/Fail 0.0021 17079 122344 716 Fail 0.0022 15488 118601 765 Fail 0.0023 14070 115050 817 Fail 0.0024 12799 111607 871 Fail 0.0025 11569 108356 936 Fail 0.0026 10519 105276 1000 Fail 0.0027 9565 102345 1069 Fail 0.0028 8752 99565 1137 Fail 0.0029 8036 96891 1205 Fail 0.0030 7347 94325 1283 Fail 0.0031 6735 91779 1362 Fail 0.0032 6192 89384 1443 Fail 0.0033 5730 86945 1517 Fail 0.0034 5309 84721 1595 Fail 0.0035 4924 82497 1675 Fail 0.0036 4567 80294 1758 Fail 0.0037 4235 78197 1846 Fail 0.0038 3951 76187 1928 Fail 0.0039 3643 74219 2037 Fail 0.0040 3388 72401 2136 Fail 0.0041 3133 70562 2252 Fail 0.0042 2915 68808 2360 Fail 0.0043 2704 67075 2480 Fail 0.0044 2488 65471 2631 Fail 0.0045 2314 63846 2759 Fail 0.0046 2136 62263 2914 Fail 0.0047 1972 60744 3080 Fail 0.0048 1824 59290 3250 Fail 0.0049 1702 57878 3400 Fail 0.0050 1577 56466 3580 Fail 0.0051 1442 55098 3820 Fail 0.0052 1325 53771 4058 Fail 0.0053 1232 52445 4256 Fail 0.0054 1147 51269 4469 Fail 0.0055 1085 50050 4612 Fail 0.0056 1020 48938 4797 Fail 0.0057 947 47825 5050 Fail 0.0058 886 46713 5272 Fail 0.0059 824 45665 5541 Fail 0.0060 760 44574 5865 Fail 0.0061 725 43505 6000 Fail 0.0062 674 42542 6311 Fail 0.0063 623 41558 6670 Fail 0.0064 589 40617 6895 Fail 0.0065 549 39719 7234 Fail 0.0066 506 38778 7663 Fail 0.0067 469 37880 8076 Fail 0.0068 427 37003 8665 Fail 0.0069 388 36168 9321 Fail 0.0070 356 35334 9925 Fail 0.0071 328 34543 10531 Fail 0.0072 297 33794 11378 Fail 0.0073 270 33046 12239 Fail 0.0074 241 32318 13409 Fail 141 of 252 2022029 - Meredith Bend 11/26/2023 2:22:49 PM Page 35 0.0075 218 31613 14501 Fail 0.0076 197 30928 15699 Fail 0.0077 173 30244 17482 Fail 0.0078 152 29581 19461 Fail 0.0079 130 28982 22293 Fail 0.0080 119 28362 23833 Fail 0.0081 104 27741 26674 Fail 0.0082 95 27121 28548 Fail 0.0083 83 26544 31980 Fail 0.0084 74 25945 35060 Fail 0.0085 69 25410 36826 Fail 0.0086 61 24875 40778 Fail 0.0087 53 24340 45924 Fail 0.0088 46 23784 51704 Fail 0.0089 39 23292 59723 Fail 0.0090 29 22758 78475 Fail 0.0091 25 22287 89148 Fail 0.0092 22 21795 99068 Fail 0.0093 20 21361 106805 Fail 0.0094 17 20914 123023 Fail 0.0095 14 20469 146207 Fail 0.0096 12 20020 166833 Fail 0.0097 8 19584 244800 Fail 0.0098 7 19226 274657 Fail 0.0099 7 18865 269500 Fail 0.0100 7 18495 264214 Fail 0.0101 6 18153 302550 Fail 0.0102 6 17787 296450 Fail 0.0103 6 17447 290783 Fail 0.0104 6 17077 284616 Fail 0.0105 6 16732 278866 Fail 0.0106 5 16375 327500 Fail 0.0107 5 16024 320480 Fail 0.0108 5 15712 314240 Fail 0.0109 5 15406 308120 Fail 0.0110 5 15088 301760 Fail 0.0111 5 14810 296200 Fail 0.0112 5 14506 290120 Fail 0.0113 4 14215 355375 Fail 0.0114 4 13937 348425 Fail 0.0115 3 13672 455733 Fail 0.0116 3 13417 447233 Fail 0.0117 3 13178 439266 Fail 0.0118 3 12951 431700 Fail 0.0119 3 12724 424133 Fail 0.0120 3 12493 416433 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. 142 of 252 2022029 - Meredith Bend 11/26/2023 2:22:49 PM Page 36 Water Quality Water Quality BMP Flow and Volume for POC #3 On-line facility volume:0.0153 acre-feet On-line facility target flow:0.0195 cfs. Adjusted for 15 min:0.0195 cfs. Off-line facility target flow:0.011 cfs. Adjusted for 15 min:0.011 cfs. 143 of 252 2022029 - Meredith Bend 11/26/2023 2:22:49 PM Page 37 LID Report 144 of 252 2022029 - Meredith Bend 11/26/2023 2:22:50 PM Page 38 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 145 of 252 2022029 - Meredith Bend 11/26/2023 2:22:50 PM Page 39 Appendix Predeveloped Schematic 146 of 252 2022029 - Meredith Bend 11/26/2023 2:22:50 PM Page 40 Mitigated Schematic 147 of 252 2022029 - Meredith Bend 11/26/2023 2:22:51 PM Page 41 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 2022029 - Meredith Bend.wdm MESSU 25 Pre2022029 - Meredith Bend.MES 27 Pre2022029 - Meredith Bend.L61 28 Pre2022029 - Meredith Bend.L62 30 POC2022029 - Meredith Bend1.dat 31 POC2022029 - Meredith Bend2.dat 32 POC2022029 - Meredith Bend3.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 11 COPY 501 COPY 502 COPY 503 DISPLY 1 DISPLY 2 DISPLY 3 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 2 Basin 2 MAX 1 2 31 9 3 Basin 3 MAX 1 2 32 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 502 1 1 503 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 11 C, Forest, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** 148 of 252 2022029 - Meredith Bend 11/26/2023 2:22:51 PM Page 42 # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 11 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 11 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 11 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 11 0 4.5 0.08 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 11 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 11 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 11 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 149 of 252 2022029 - Meredith Bend 11/26/2023 2:22:51 PM Page 43 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 11 1.758 COPY 501 12 PERLND 11 1.758 COPY 501 13 Basin 2*** PERLND 11 1.604 COPY 502 12 PERLND 11 1.604 COPY 502 13 Basin 3*** PERLND 11 0.14 COPY 503 12 PERLND 11 0.14 COPY 503 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 COPY 503 OUTPUT MEAN 1 1 48.4 DISPLY 3 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 150 of 252 2022029 - Meredith Bend 11/26/2023 2:22:51 PM Page 44 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 502 FLOW ENGL REPL COPY 503 OUTPUT MEAN 1 1 48.4 WDM 503 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN 151 of 252 2022029 - Meredith Bend 11/26/2023 2:22:51 PM Page 45 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 2022029 - Meredith Bend.wdm MESSU 25 Mit2022029 - Meredith Bend.MES 27 Mit2022029 - Meredith Bend.L61 28 Mit2022029 - Meredith Bend.L62 31 POC2022029 - Meredith Bend2.dat 32 POC2022029 - Meredith Bend3.dat 30 POC2022029 - Meredith Bend1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 14 IMPLND 1 IMPLND 2 IMPLND 4 IMPLND 14 RCHRES 1 COPY 502 COPY 503 COPY 1 COPY 501 COPY 601 DISPLY 2 DISPLY 3 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 2 WQ - Onsite MAX 1 2 31 9 3 WQ - Off-site MAX 1 2 32 9 1 Trapezoidal Pond 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 502 1 1 503 1 1 501 1 1 601 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** 152 of 252 2022029 - Meredith Bend 11/26/2023 2:22:51 PM Page 46 # - # User t-series Engl Metr *** in out *** 14 C, Pasture, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 14 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 14 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 14 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 14 0 4.5 0.06 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 14 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 14 0.15 0.4 0.3 6 0.5 0.4 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 14 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 2 ROADS/MOD 1 1 1 27 0 4 ROOF TOPS/FLAT 1 1 1 27 0 14 POND 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 2 0 0 1 0 0 0 4 0 0 1 0 0 0 14 0 0 1 0 0 0 END ACTIVITY 153 of 252 2022029 - Meredith Bend 11/26/2023 2:22:51 PM Page 47 PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 4 1 9 2 0 0 4 0 0 0 1 9 4 0 0 4 0 0 0 1 9 14 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 2 0 0 0 0 0 4 0 0 0 0 0 14 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 2 400 0.05 0.1 0.08 4 400 0.01 0.1 0.1 14 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 2 0 0 4 0 0 14 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 2 0 0 4 0 0 14 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 14 0.388 RCHRES 1 2 PERLND 14 0.388 RCHRES 1 3 IMPLND 1 0.064 RCHRES 1 5 IMPLND 2 0.253 RCHRES 1 5 IMPLND 4 0.66 RCHRES 1 5 IMPLND 14 0.141 RCHRES 1 5 Bypass*** PERLND 14 0.174 COPY 501 12 PERLND 14 0.174 COPY 601 12 PERLND 14 0.174 COPY 501 13 PERLND 14 0.174 COPY 601 13 IMPLND 1 0.078 COPY 501 15 IMPLND 1 0.078 COPY 601 15 WQ - Onsite*** PERLND 14 0.489 COPY 502 12 PERLND 14 0.489 COPY 502 13 IMPLND 2 0.116 COPY 502 15 IMPLND 4 0.66 COPY 502 15 154 of 252 2022029 - Meredith Bend 11/26/2023 2:22:51 PM Page 48 IMPLND 1 0.187 COPY 502 15 IMPLND 14 0.152 COPY 502 15 WQ - Off-site*** PERLND 14 0.019 COPY 503 12 PERLND 14 0.019 COPY 503 13 IMPLND 1 0.121 COPY 503 15 ******Routing****** PERLND 14 0.388 COPY 1 12 IMPLND 1 0.064 COPY 1 15 IMPLND 2 0.253 COPY 1 15 IMPLND 4 0.66 COPY 1 15 IMPLND 14 0.141 COPY 1 15 PERLND 14 0.388 COPY 1 13 RCHRES 1 1 COPY 501 16 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 COPY 503 OUTPUT MEAN 1 1 48.4 DISPLY 3 INPUT TIMSER 1 COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Trapezoidal Pond-006 1 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 155 of 252 2022029 - Meredith Bend 11/26/2023 2:22:51 PM Page 49 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 91 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.059688 0.000000 0.000000 0.122222 0.061417 0.007401 0.003706 0.244444 0.063172 0.015015 0.005241 0.366667 0.064950 0.022844 0.006419 0.488889 0.066754 0.030893 0.007412 0.611111 0.068582 0.039163 0.008287 0.733333 0.070435 0.047659 0.009078 0.855556 0.072313 0.056382 0.009805 0.977778 0.074215 0.065337 0.010482 1.100000 0.076142 0.074525 0.011118 1.222222 0.078094 0.083951 0.011719 1.344444 0.080071 0.093617 0.012291 1.466667 0.082072 0.103525 0.012838 1.588889 0.084097 0.113680 0.013362 1.711111 0.086148 0.124084 0.013866 1.833333 0.088223 0.134740 0.014353 1.955556 0.090323 0.145651 0.014824 2.077778 0.092448 0.156820 0.015280 2.200000 0.094597 0.168251 0.015723 2.322222 0.096771 0.179946 0.016154 2.444444 0.098969 0.191908 0.016573 2.566667 0.101193 0.204140 0.016983 2.688889 0.103441 0.216645 0.017382 2.811111 0.105714 0.229427 0.017773 2.933333 0.108011 0.242488 0.018155 3.055556 0.110333 0.255831 0.018530 3.177778 0.112680 0.269460 0.018896 3.300000 0.115051 0.283376 0.019256 3.422222 0.117448 0.297585 0.019610 3.544444 0.119868 0.312087 0.019957 3.666667 0.122314 0.326887 0.020298 3.788889 0.124784 0.341988 0.020634 3.911111 0.127279 0.357392 0.026875 4.033333 0.129799 0.373102 0.041765 4.155556 0.132343 0.389122 0.049957 4.277778 0.134912 0.405454 0.056391 4.400000 0.137506 0.422102 0.061887 4.522222 0.140124 0.439068 0.066775 4.644444 0.142767 0.456356 0.071227 4.766667 0.145435 0.473969 0.075347 4.888889 0.148128 0.491908 0.079201 5.011111 0.150845 0.510179 0.082838 5.133333 0.153587 0.528783 0.086292 5.255556 0.156353 0.547724 0.228318 5.377778 0.159145 0.567004 0.863459 5.500000 0.161961 0.586627 1.605463 5.622222 0.164801 0.606596 2.128113 5.744444 0.167666 0.626914 2.425564 5.866667 0.170556 0.647583 2.675977 5.988889 0.173471 0.668607 2.904470 6.111111 0.176411 0.689988 3.115977 6.233333 0.179375 0.711731 3.313816 6.355556 0.182363 0.733837 3.500346 6.477778 0.185377 0.756310 3.677316 6.600000 0.188415 0.779153 3.846067 6.722222 0.191478 0.802369 4.007650 6.844444 0.194565 0.825960 4.162911 6.966667 0.197678 0.849931 4.312541 7.088889 0.200815 0.874283 4.457113 7.211111 0.203976 0.899020 4.597109 156 of 252 2022029 - Meredith Bend 11/26/2023 2:22:51 PM Page 50 7.333333 0.207163 0.924145 4.732939 7.455556 0.210374 0.949661 4.864955 7.577778 0.213609 0.975571 4.993463 7.700000 0.216870 1.001878 5.118729 7.822222 0.220155 1.028586 5.240986 7.944444 0.223464 1.055696 5.360443 8.066667 0.226799 1.083212 5.477283 8.188889 0.230158 1.111137 5.591672 8.311111 0.233542 1.139474 5.703759 8.433333 0.236950 1.168226 5.813676 8.555556 0.240384 1.197397 5.921546 8.677778 0.243842 1.226988 6.027480 8.800000 0.247324 1.257004 6.131577 8.922222 0.250831 1.287447 6.233931 9.044444 0.254363 1.318320 6.334627 9.166667 0.257920 1.349626 6.433742 9.288889 0.261501 1.381368 6.531349 9.411111 0.265108 1.413550 6.627514 9.533333 0.268738 1.446174 6.722301 9.655556 0.272394 1.479243 6.815766 9.777778 0.276074 1.512761 6.907964 9.900000 0.279779 1.546729 6.998945 10.02222 0.283508 1.581153 7.088756 10.14444 0.287262 1.616033 7.177440 10.26667 0.291041 1.651374 7.265040 10.38889 0.294845 1.687178 7.351594 10.51111 0.298673 1.723448 7.437139 10.63333 0.302526 1.760188 7.521709 10.75556 0.306404 1.797401 7.605337 10.87778 0.310306 1.835089 7.688054 11.00000 0.314233 1.873255 7.769889 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1001 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL COPY 601 OUTPUT MEAN 1 1 48.4 WDM 901 FLOW ENGL REPL COPY 2 OUTPUT MEAN 1 1 48.4 WDM 702 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 802 FLOW ENGL REPL COPY 602 OUTPUT MEAN 1 1 48.4 WDM 902 FLOW ENGL REPL COPY 3 OUTPUT MEAN 1 1 48.4 WDM 703 FLOW ENGL REPL COPY 503 OUTPUT MEAN 1 1 48.4 WDM 803 FLOW ENGL REPL COPY 603 OUTPUT MEAN 1 1 48.4 WDM 903 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 157 of 252 2022029 - Meredith Bend 11/26/2023 2:22:51 PM Page 51 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 END MASS-LINK END RUN 158 of 252 2022029 - Meredith Bend 11/26/2023 2:22:51 PM Page 52 Predeveloped HSPF Message File 159 of 252 2022029 - Meredith Bend 11/26/2023 2:22:51 PM Page 53 Mitigated HSPF Message File 160 of 252 2022029 - Meredith Bend 11/26/2023 2:22:51 PM Page 54 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. 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Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 161 of 252 APPENDIX D: OTHER SPECIAL REPORTS 162 of 252 Jason Engineering Geotechnical Engineering Retaining Wall / Pavement Design Construction Management Special Inspection / Material Testing Rev Date: 2022.10.02 Project: Meredith Bend, Auburn 6229 South 296th Street File #: 22028 Phone: 206-786-8645 Email: Jason@jasonengineering.com PO Box 100 Milton WA. 98354 Page 1 of 7 AP CONSULTING 1519 W Valley Hwy North Auburn, WA 98001 Attn: Adam Paul Re: 6229 South 296th Street, Auburn Parcel #s: 0221049104 This letter addresses the proposed construction at 6229 South 296th Street in Auburn WA. Parcel information, size and legal description are summarized below: Address: 6229 South 296th Street Auburn WA 98001 Parcel: 0221049104 Legal: E 281.03 FT OF W 1260 FT OF S 310 FT OF N 330 FT OF NW 1/4 OF SE 1/4 Lot size: 87,120 SF (2.00 AC) Geology of Area: (So) Snohomish silt loam The geology of the site and surrounding area as taken from the USDA Soil Conservation Service Survey consists of Alderwood gravelly sandy loam (AgC). Typical Alderwood soils are moderately well drained, undulating to hilly soils that have dense, very slowly permeable glacial till at a depth of 20 to 40 inches; on uplands and terraces formed under conifers in glacial deposits. Layers at 2 to 12 inches are a dark brown, dry, slightly hard, friable soil. It is non sticky, non plastic strongly acidic, with a sub angular blocky structure. From 12 to 27 inches the soil is grayish brown to light gray hard friable, non sticky, non plastic and medium acidic. Boundaries are wavy with distinct mottles of light olive. At 27 to 60 inches the soil is grayish brown to light gray weakly to strongly consolidated till. It is dry, medium acidic with distinct mottles of light olive and yellowish brown. Permeability is moderately rapid in the surface layer and subsoil, however it is very slow within the cemented layer and dense glacial till. A perched water table is as high as 18 to 36 inches at times from January through March. Runoff is slow to medium and erosion hazard is low. Landslide hazard area categories Per Section 16.10.020 “Landslide hazard areas” means areas that, due to a combination of slope inclination, relative soil permeability, and hydrologic conditions are susceptible to varying degrees of risk of land sliding. Landslide hazard areas are classified as Classes I through IV based on the degree of risk as follows: 1. Class I/Low Hazard. Areas with slopes of 15 percent or less. 2. Class II/Moderate Hazard. Areas with slopes of between 15 percent and 40 percent and that are underlain by soils that consist largely of sand, gravel or glacial till. 3. Class III/High Hazard. Areas with slopes between 15 percent and 40 percent that are underlain by soils consisting largely of silt and clay. 163 of 252 Jason Engineering Geotechnical Engineering Retaining Wall / Pavement Design Construction Management Special Inspection / Material Testing Rev Date: 2022.10.02 Project: Meredith Bend, Auburn 6229 South 296th Street File #: 22028 Phone: 206-786-8645 Email: Jason@jasonengineering.com PO Box 100 Milton WA. 98354 Page 2 of 7 4. Class IV/Very High Hazard. Areas with slopes steeper than 15 percent with identifiable zones of emergent water (e.g., springs or groundwater seepage), areas of identifiable landslide deposits regardless of slope and all areas sloping more steeply than 40 percent. The slopes referenced above include only those where the surface drops 10 feet or more vertically within a horizontal distance of 25 feet. The total vertical relief of the site per the GIS map is 35 feet over a horizontal distant of 290 feet. This equates to an average slope of 12% across the site. A visual reconnaissance of the site confirms there were no steep slopes on the site. The site is less than 15%. The potential landslide hazard would be classified as low. The site topography also indicates that no portion of the site has a drop of 10 feet or more within 25 feet at any location on the property. There were no signs of previous slope instability or failures. The site is over 100 feet from the top of the steep slope to the east of the site There are no other critical areas on site that meet the classification or rating of critical area per Section 16.10.080. The hatch marks on iMAP do not appear to match Auburn's current definition critical areas. The elevation contours are contrary to the hatch marks that indicate a hazard area. We also reviewed the geotechnical report from Geo Resources for an adjacent property (6033 South 296th Street) dated August 18, 2012. We are in agreement with the conclusions in the report. The report may be considered applicable to the subject site. The site appears to be stable. The proposed plat is feasible from a geotechnical perspective. Surface and Groundwater Infiltration tests were performed on an adjacent parcel in 2013. Four exploratory test pits for the property located at 6119 South 296th Street ranged between 3 and 5 feet from the existing site grade. Ground water was found at 3.5 feet below the surface. Correction factors (CF) for infiltration rates are recommended per the city of Auburn SSWM. In- situ infiltration rates are considered to be short term. Using Table III-2-7 (Volume III) for the sandy loam recommends a short term infiltration rate of 1 in/hr and a CF=4 for an estimated (design) rate of 0.25. The site soils are Alderwood gravelly sandy loam and infiltrate about 30% faster than this table recommends. Therefore a 30% lower CF may be acceptable. CF = 2.8. Table III-2-9 provides partial correction factors to be applied for a total CF = 7.5. Site variability and number of locations tested: four locations were tested with reasonably consistent results. CFy = 1.5 Degree of long term maintenance: Vol I, Appendix D No 20 lists the requirements for long term maintenance of Rain gardens We included the list as an appendix also. The lots are expected to be owner-occupied with rain garden dispersion areas included in the 164 of 252 Jason Engineering Geotechnical Engineering Retaining Wall / Pavement Design Construction Management Special Inspection / Material Testing Rev Date: 2022.10.02 Project: Meredith Bend, Auburn 6229 South 296th Street File #: 22028 Phone: 206-786-8645 Email: Jason@jasonengineering.com PO Box 100 Milton WA. 98354 Page 3 of 7 lawn area. Maintenance is expected in the form of vegetation (grass), clean of debris and trash, contamination or pollutants, aesthetics and pest control and safety. Training and documentation can be provided using appendix D. CFm = 3. Degree of influent control: Influent to the rain gardens will come mainly from roof runoff and direct rainfall. Curbs will catch and direct street runoff to catch basins. CFi = 3. We took both processes into consideration. A short term average rate of 1.45 in/hr, and average CF = 5.15 yields a recommended design rate of 0.28 in/hr. Soil Site Class and Geoseismic Setting: Foundation soils on this site are designated Site Class C per the Washington State Department of Natural Resources map. All building structures on this project should be designed per the Code Requirements for such a seismic classification. These types of soils have a shear wave velocity in the range of 1,200 to 2,500 ft/sec. The undrained shear strength is typically greater than 2000 psf with blow counts greater than 50 blows per foot. Site specific coefficients were obtained from (https://hazards.atcouncil.org/). USGS Seismic Design Summary report is provided in the Appendix. Liquefaction Potential: In our review we found no evidence of liquefaction of the soils in the immediate area from the 1949, 1965 and 2001 earthquakes. Information on the site has been reviewed on Liquefaction Susceptibility Map provided by the Department of Natural Resources which rates the site with a VERY LOW susceptibility to liquefaction. Building Foundation Design Recommendations: On the basis of the data obtained from the site and the test results from the various laboratory tests performed, we recommend that the following guidelines be used for the net allowable soils bearing capacity of 1,500 psf. All footings are to be excavated at least 18 inches below the surface due to the loose condition of the sandy soils on the site. Footings are required to be a minimum of 18 inches below grade for freeze thaw purposes. The minimum width of footing should be 2 feet. All footings should be suitably reinforced to limit differential settlement if organic matter is encountered. Any slab for the proposed building should be suitably reinforced and connected to the footings so as to limit the effects of differential settlement and to provide some degree of uniform settlement ability for the building should the site undergo liquefaction during a major seismic event. 165 of 252 Jason Engineering Geotechnical Engineering Retaining Wall / Pavement Design Construction Management Special Inspection / Material Testing Rev Date: 2022.10.02 Project: Meredith Bend, Auburn 6229 South 296th Street File #: 22028 Phone: 206-786-8645 Email: Jason@jasonengineering.com PO Box 100 Milton WA. 98354 Page 4 of 7 Pavement Design Recommendations Based on the soil conditions and the assumed traffic counts of the proposed project, the pavement profile should consist of the following recommendations: Existing Native: 1) All subgrade preparation work to be performed should be monitored by a representative of our firm. 2) Excavate the existing soils to the native till for best results. 3) Over-excavate any areas that exhibit pumping of the subgrade soils at least 12 inches (or as directed by a representative from our firm). Replace with gravel base material. If subgrade is saturated or pumping excessively after over-excavating then it may be necessary to place quarry spalls on the subgrade prior to placement of any gravel base material. 4) Compact the existing soils to 95% of the maximum dry density as determined by ASTM D- 1557 (Modified Proctor). 5) Under certain site conditions the existing subgrade can be accepted by proof-rolling the subgrade using a fully loaded dump truck. This procedure (if used) should be witnessed and accepted by a representative of our firm. Gravel Subgrade: 1) The gravel base material should consist of 8.0 inches of material that is placed and compacted to 95% of the maximum dry density as determined by ASTM D-1557 (Modified Proctor). 2) The gravel base material should consist of a clean free draining granular material that has less than 10% passing the #200 sieve. This material should meet one of the following specifications, WSDOT Section 9-03.10 Aggregate for Gravel Base, WSDOT Section 9-03.14(1) Gravel Borrow, WSDOT Section 9-03.14(2) Select Borrow, APWA Class A Pit Run, or APWA class B Pit Run. Material that does not meet one of the specifications should be submitted for approval. 3) The material should be placed in lifts not to exceed 6 inches, with each lift being compacted and verified. Crushed Aggregate Base: 1) The layer of crushed surfacing material should consist of 4.0 inches of WSDOT Section 9- 03.9(3) Crushed Surfacing (Base Course Specs) that is placed and compacted to 95% of the maximum dry density as determined by ASTM D-1557 (Modified Proctor). 2) All of the gravel base and crushed surfacing material could, at the contractor’s option, consist of WSDOT Section 9-03.9(3) Crushed Surfacing (Top Course Specs) that is placed and compacted to 95% of the maximum dry density as determined by ASTM D-1557 (Modified Proctor). 3) The crushed surfacing material should be placed to provide the proper grade and drainage for the asphalt pavement. 166 of 252 Jason Engineering Geotechnical Engineering Retaining Wall / Pavement Design Construction Management Special Inspection / Material Testing Rev Date: 2022.10.02 Project: Meredith Bend, Auburn 6229 South 296th Street File #: 22028 Phone: 206-786-8645 Email: Jason@jasonengineering.com PO Box 100 Milton WA. 98354 Page 5 of 7 Asphalt Concrete Pavement: 1) The asphalt pavement should consist of at least 3.0 inches of WSDOT Class B asphalt that is placed and compacted to at least 91% of the theoretical maximum density as determined by ASTM D-2041 (Rice Method). 2) Provide a tack coat on all concrete surfaces that the pavement will be placed against, and for multiple lifts that are not placed within an hour time period. We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have any questions concerning this report, the procedures used, or if we can be of any further assistance please call us at (206) 786-8645. Respectfully Submitted, JASON ENGINEERING, INC. Jason EC Bell Geotechnical Engineer 10-02-2022 167 of 252 Jason Engineering Geotechnical Engineering Retaining Wall / Pavement Design Construction Management Special Inspection / Material Testing Rev Date: 2022.10.02 Project: Meredith Bend, Auburn 6229 South 296th Street File #: 22028 Phone: 206-786-8645 Email: Jason@jasonengineering.com PO Box 100 Milton WA. 98354 Page 6 of 7 AASHTO Pavement Section Design Project Location:Meridith Bend Average Daily Traffic Count:2,000 All Lanes & Both Directions Pavement Design Life:20 Years % of Traffic in Design Lane:100% Terminal Seviceability Index (Pt): Level of Reliability: Expected Growth Rate:2.0% Subgrade CBR Value:20 Subgrade Mr :30,000 (Assume section placed on native till) Calculation of Design 18 kip ESALs Daily Traffic Load Design Breakdown Factors ESAL's Passenger Cars:672 0.0008 4,766 Buses:10 0.6806 60,359 Panel & Pickup Trucks:150 0.0122 16,229 2 Axle, 6 Tire Trucks:40 0.1890 67,046 Concrete Trucks:0 4.4800 11,919 Dump Trucks:20 3.6300 643,856 Tractor Semi Trailer Trucks:100 2.3719 2,103,529 Double Trailer Trucks 4 2.3187 82,254 Heavy Tractor Trailer Combo Trucks:4 2.9760 105,571 Average Daily Traffic in Design Lane: 1,000 Total Design Life 18 kip ESAL's:3,095,530 Actual Log (ESAL's):6.491 Trial Log (ESAL's):6.502 Trial SN:2.57 OK Design Depth Structural Drainage Inches Coefficient Coefficient Asphalt Concrete:3.00 0.42 n/a Asphalt Treated Base:0.00 0.25 n/a Cement Treated Base:0.00 0.17 n/a Crushed Aggregate:4.00 0.14 1.0 Gravel Base:8.00 0.11 1.0 Pavement Section Design SN:2.70 OK 168 of 252 Jason Engineering Geotechnical Engineering Retaining Wall / Pavement Design Construction Management Special Inspection / Material Testing Rev Date: 2022.10.02 Project: Meredith Bend, Auburn 6229 South 296th Street File #: 22028 Phone: 206-786-8645 Email: Jason@jasonengineering.com PO Box 100 Milton WA. 98354 Page 7 of 7 Appendix: Site Photos View looking south from NW corner on South 296th Street. View looking south from NE corner on South 296th Street. View looking west from NE corner on 64th Ave S. 169 of 252 Not to Scale Meredith Bend 6229 South 296th Street Auburn WA 98001 Parcel: 0221049104 Date:2022.10.02 REV Figure A.1.0 File#: 22028 Jason Engineering - (206) 786-8645 - Jason@Jasonengineering.com SITE LOCATION 170 of 252 HAZARD AREA PER COUNTY GIS Not to Scale Meredith Bend 6229 South 296th Street Auburn WA 98001 Parcel: 0221049104 Date: 2022.10.02 REV Figure A.2.0 File#: 22028 Jason Engineering - (206) 786-8645 - Jason@Jasonengineering.com GIS 171 of 252 Not to Scale Meredith Bend 6229 South 296th Street Auburn WA 98001 Parcel: 0221049104 Date: 2022.10.02 REV Figure A.3.0 File#: 22028 Jason Engineering - (206) 786-8645 - Jason@Jasonengineering.com USGS SOIL TYPE The geology of the site and surrounding area as taken from the USDA Soil Conservation Service Survey consists of Alderwood gravelly sandy loam (AgC). Typical Alderwood soils are moderately well drained, undulating to hilly soils that have dense, very slowly permeable glacial till at a depth of 20 to 40 inches; on uplands and terraces formed under conifers in glacial deposits. Layers at 2 to 12 inches are a dark brown, dry, slightly hard, friable soil. It is non sticky, non plastic strongly acidic, with a sub angular blocky structure. From 12 to 27 inches the soil is grayish brown to light gray hard friable, non sticky, non plastic and medium acidic. Boundaries are wavy with distinct mottles of light olive. At 27 to 60 inches the soil is grayish brown to light gray weakly to strongly consolidated till. It is dry, medium acidic with distinct mottles of light olive and yellowish brown. Permeability is moderately rapid in the surface layer and subsoil, however it is very slow within the cemented layer and dense glacial till. A perched water table is as high as 18 to 36 inches at times from January through March. Runoff is slow to medium and erosion hazard is moderate. 172 of 252 Not to Scale Meredith Bend 6229 South 296th Street Auburn WA 98001 Parcel: 0221049104 Date: 2022.10.02 REV Figure A.4.0 File#: 22028 Jason Engineering - (206) 786-8645 - Jason@Jasonengineering.com LIQUEFACTION SUSECEPTIBILITY -------------------------------------- SITE CLASS LIQUEFACTION SUSECEPTIBILITY SITE CLASS 173 of 252 Given:Strip Footing In-situ density, g sat =120 pcf Cohesion, C =0 psf dry density, g =120 pcf Width, B =2.00 ft footing depth, Df =1 ft Length, L =20.00 ft depth of water table, Dw =3.5 ft Phi angle, f =28 degrees Factor of Safety =2.5 b =0 degrees Sketch: Surface Grade Dw No groundwater within 2x footing depth Df L B Determine:Allowable Bearing Capacity (psf) for Footing size, B Solution:qult = c Nc Fcs Fcd Fci + q Nq Fqs Fqd Fqi + 0.5 g B Ng Fgs Fgd Fgi (Meyerhof) Table 3.4 Nc = 25.78 Nq = 14.70 Ng = 16.70 (Vesic) 25.78 14.70 13.12 (Brinch Hansen) 25.78 14.70 11.18 (Meyerhof) Shape Factors Depth Factors Inclination Factors Fcs = 1.057 Fcd = 1.200 Fci = Fqi = 1.000 Fqs = 1.053 Fqd = 1.150 Fgs = 0.960 Fgd = 1.000 Fgi = 1.000 Complete) qult =0 + 2,137 + 1,924 = q ult =4,060 psf (Vesic) Complete) qult =0 + 2,137 + 1,511 = q ult =3,648 psf (Brinch Hansen) Complete) qult =0 + 2,137 + 1,288 = q ult =3,424 psf (Meyerhof) Average of 3, using all soil factors and the applied safety factor q allowable =1,624 psf Not to Scale Meredith Bend 6229 South 296th Street Auburn WA 98001 Parcel: 0221049104 Date: 2022.10.02 REV Figure A.5.0 File#: 22028 Jason Engineering - (206) 786-8645 - Jason@Jasonengineering.com STRIP FOOTING BEARING CAPACITY 174 of 252 Excavation Date:2013.06.11 Boring ID:TP-1 Project Name:6119 S 296th St Technician:JB Sample Method: Track Excavator SPT: Total depth (ft):10 Surface Elevation (ft):310 Depth (ft)Moist %typeUSCSSPT (N) blows per 6"topsoil ML Dark silt, organics, roots, wet Dense gravel at 2.5 feet 5 SM Tan and grey mottled silt with gravel, wet, sticky, non-plastic SM Tan and grey mottled silt with gravel, more sand 10 end test pit Excavation Date:2013.06.11 Boring ID:TP-2 Project Name:6119 S 296th St Technician:JB Sample Method: Track Excavator SPT: Total depth (ft):10 Surface Elevation (ft):315 Depth (ft)Moist %typeUSCSSPT (N) blows per 6"topsoil SM Dark silty sand w/gravel, organics, roots, medium dense cobbles to 6" diameter SM Tan and grey mottled silt with gravel, wet, sticky, non-plastic 5 GM Increasing gravel, very dense, water seepage 10 end test pit ** SOIL LOGS FROM ADJACENT PARCEL 6119 SOUTH 296TH STREET Meredith Bend 6229 South 296th Street Auburn WA 98001 Parcel: 0221049104 Date: 2022.10.02 REV Figure A.6.0 File#: 22028 Jason Engineering - (206) 786-8645 - Jason@Jasonengineering.com Description / Notes Description / Notes SOIL LOGS Sample Sample 175 of 252 176 of 252 177 of 252 178 of 252 179 of 252 180 of 252 181 of 252 182 of 252 183 of 252 184 of 252 185 of 252 186 of 252 187 of 252 188 of 252 189 of 252 190 of 252 APPENDIX E: DECLARATION OF COVENANT FOR PRIVATELY-MAINTAINED FACILITIES 191 of 252 APPENDIX F: DOWNSTREAM SYSTEM INFORMATION 192 of 252 KingMeredith Bend SubdivisionDate: 8/10/2022Notes:The information included on this map has been compiled by King County staff from a variety of sources and is subject to changewithout notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness,or rights to the use of such information. This document is not intended for use as a survey product. King County shall not be liablefor any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profitsresulting from the use or misuse of the information contained on this map. Any sale of this map or information on this map isprohibited except by written permission of King County.±193 of 252 APPENDIX G: STORMWATER FACILITIES AND APPURTENANCES 194 of 252 AP CONSULTING ENGINEERS PLLC CIVIL ENGINEERING APCE@APConsultingEngineers.com (253) 737-4173 PO Box 162, Auburn, WA 98071 SCHOOL ACCESS ANALYSIS JULY 20TH, 2022 APCE PROJECT #2022029 PREPARED FOR: MEREDITH BEND SUBDIVISION 6229 S 296TH ST PARCEL #0221049104 AUBURN, WA 195 of 252 EXHIBIT 9 TABLE OF CONTENTS PAGE 1.0 PROJECT OVERVIEW 1 2.0 SCHOOL ACCESS ANALYSIS 2 TABLE OF APPENDICES APPENDIX BUSINESS SERVICES SCHOOL ACCESS ANALYSIS PAMPHLET A 196 of 252 MEREDITH BEND SUBDIVISION SCHOOL ACCESS ANALYSIS REPORT 1.0 PROJECT OVERVIEW Meredith Bend Subdivision project is located within Federal Way School District #210’s area of service. Parcel number 0221049104 will be subdivided into 10 residential lots and future residences on these lots will be served by Meredith Hill Elementary School, Kilo Middle School, and Thomas Jefferson High School. Locations for these schools and the project site are shown in Figure 1, below. This report has been prepared to meet the requirements presented in the Business Services School Access Analysis pamphlet provided by Federal Way Public Schools, which is included in Appendix A of this report. FIGURE 1 – Vicinity Map Project Site Meredith Hill Elementary Kilo Middle School Thomas Jefferson High 197 of 252 2.0 SCHOOL ACCESS ANALYSIS MEREDITH HILL ELEMENTARY SCHOOL Address: 5830 S 300th St, Auburn, WA 98001 Meredith Elementary school is located approximately half a mile south of the project site. The project area is within the walk/bike route areas shown on the “Suggested Safe Walking Routes” Map provided by Federal Way Public Schools and shown below in Figure 2. The students living at these addresses who are attending Meredith Hill Elementary school are expected to walk to the school. The following describes the walking route to and from the school from the proposed development. FIGURE 1 – MERIDITH HILL ELEMENTARY SCHOOL LOCATION 1.The walking route will start at the proposed private access road driveway approach for the Meredith Bend Subdivision on S 296th Court. From the driveway approach the walking route will head east on the proposed sidewalk along to 296th Court until the intersection of 296th Court and 64th Avenue S. The school walking route will continue south across 296th Court on an enhanced legal crosswalk. The route will continue on an existing sidewalk heading south along Meredith Hill Elementary PROJECT SITE Stop controlled intersection Stop controlled intersection Stop controlled intersection Walking route 198 of 252 the west side of 64th Avenue South where the route will cross a stop-controlled intersection at S 298th Place. Once the intersection is crossed, the route will continue heading south on an existing sidewalk on the west side of 64th Avenue S until the intersction of 64th Avenue S and S 300th Street. From here the route will follow the existing sidewalk and head west around the curve west along S 300th Street where the route crosses one more stop-controlledintersection at S 296th Place and will continue heading west along S 300th Street until it reaches Meredith Hill Elementary. See Figure 1 and the attached Meredith Bend Elementary School suggested walking path. 199 of 252 KILO MIDDLE SCHOOL Address: 4400 S 308th St, Auburn, WA 98001 FIGURE 2 – KILO MIDDLE SCHOOL LOCATION Kilo Middle School is located approximately 2.6 miles southwest of the project site. The project area is outside of the walk/bike route areas shown on the “Suggested Safe Walking Routes” map provided by Federal Way Public Schools. The School District will provide bus services for students living at these addresses who are attending this middle school and the bus stop is located at the intersection of South 296th Street and 61st Court South, which is located approximately 600 feet west of the project site. The following describes the walking route to and from the bus stop from the proposed development. The walking route will start at the proposed private access road driveway approach for the Meredith bend subdivision on S 296th Court. From the driveway approach, the walking route will head east on the proposed sidewalk along to 296th Court until reaching the intersection of 296th Court and 64th Avenue S. From there, the route will head north on the west side of along 64th Avenue South on the proposed sidewalk along the frontage of the Meredith Bend Subdivision. The route will follow this proposed sidewalk around the curve of 64th Avenue S and S 296th Street. Once around the curve, the route will follow the proposed sidewalk along the south south side of S 296th Street. Once the route is past the frontage of the Meredith Bend Subdivision the sidewalk ends and the route follows the south side of S 296th Avenue on the paved shoulder until they reach a stopcontrolled intersection at 61st Court S, 61st Avenue S, and S 296th Street, PROJECT SITE Bus stop location Stop controed intersection Walking route 200 of 252 where the route will cross S 296th Street to 61st Avenue S and arrive at the bus stop. See figure 2. 201 of 252 THOMAS JEFFERSON HIGH SCHOOL Address: 4248 S 288th St, Auburn, WA 98001 FIGURE 3 – THOMAS JEFFERSON HIGH SCHOOL Thomas Jefferson High School is located approximately 2.6 miles northwest of the project site. The project area is outside of the walk/bike route areas shown on the “Suggested Safe Walking Routes” map provided by Federal Way Public Schools. The School District will provide bus services for students living at these addresses who are attending this high school and the bus stop is the same as Kilo Middle School. The students walk approximately 600 west of the project site to the pick-up location that is located at the intersection of South 296th Street and 61st Court South. See above for the school route analysis for this section of the route. See figure 2. PROJECT SITE Bus stop location Stop controed intersection Walking route 202 of 252 APPENDIX A: BUSINESS SERVICES SCHOOL ACCESS ANALYSIS PAMPHLET 203 of 252 Kilo M.S.Walk Routes$Walk Area (1 road mile)SchoolStop SignCrossing GuardCrosswalk!!"$Walk/Bike RouteSchool Speed ZoneTraffic LightÖëìíRailroad Crossing¹º»¼89:©##3##4Stop Sign - Four-WayStop Sign - Three-Way%1!HazardääPaths/TrailsFederal Way School District11/20/2018Children living on residentialstreets that are connected to the walkroutes can walk along their streets tothe main routes. Small children shouldbe accompanied by adults. Allpedestrians should follow the attachedsafety tips.Map Notes:Note:Not all symbols may appear on the map. 204 of 252 205 of 252 Thomas Jefferson H.S.Walk Routes$Walk Area (1 road mile)SchoolStop SignCrossing GuardCrosswalk!!"$Walk/Bike RouteSchool Speed ZoneTraffic LightÖëìíRailroad Crossing¹º»¼89:©##3##4Stop Sign - Four-WayStop Sign - Three-Way%1!HazardääPaths/TrailsFederal Way School District11/20/2018Children living on residentialstreets that are connected to the walkroutes can walk along their streets tothe main routes. Small children shouldbe accompanied by adults. Allpedestrians should follow the attachedsafety tips.Map Notes:Note:Not all symbols may appear on the map. 206 of 252 0221049104 wtr swr.docx (Form Update 1/20/22) Page 1 of 4 WATER CERTIFICATE OF AVAILABILITY Lakehaven Water & Sewer District – Development Engineering Section 31623 – 1st Ave S PO Box 4249 Federal Way, WA 98063-4249 Email: DE@Lakehaven.org Telephone: 253-945-1581 or 253-945-1580 This certificate is intended to provide the applicant, land use agencies &/or public health departments with information necessary to evaluate development proposals. Lakehaven Water & Sewer District, at its sole discretion, reserves the right to delay, or deny, sewer service based upon capacity &/or supply limitations in Lakehaven’s or Other Purveyor’s system facilities. Proposed Land Use: Building Permit-SFR () Building Permit-MFR () Building Permit-Other Subdivision (10) Short Subdivision () Binding Site Plan Boundary Line Adjustment Other (specify/describe) Parcel Number(s): 0221049104 Site Address: 6343 S 296th St LWSD GIS Grid: P-06 Ex. Bldg. Area to Remain: UNKNOWN sf New Bldg. Area Proposed: UNKNOWN sf WATER SYSTEM INFORMATION 1. Depending on the ultimate layout of the subdivision, water services may be able to be provided by service connections to existing 8” diameter water mains that are approximately 10-35 (+/-) feet from the site. 2. If additional hydrant(s) are indicated or required, water service for the site will require an improvement to LWSD’s water distribution system of: a. 10-35 (+/-) feet of 8” diameter water main to reach the site; and/or b. The construction of a water distribution system on the site; and/or c. A major portion of LWSD’s comprehensive water system plan would need to be implemented and/or constructed; and/or d. Other (describe): LWSD Developer Extension (DE) Agreement required. 3. a. The existing water system is in conformance with LWSD’s Comprehensive Water System Plan. b. The existing water system is not in conformance with LWSD’s Comprehensive Water System Plan and an Amendment to this Plan will be required. This may cause a delay in issuance of land use approvals or permits. 4. a. The subject property is within the corporate limits of Lakehaven Water & Sewer District, or has been granted Boundary Review Board approval for extension of water service outside of LWSD’s water service area. b. Annexation or Boundary Review Board approval will be necessary to provide service. 5.Water service is subject to: a. Payment of connection charges (to be determined by LWSD); b. Proof or reservation of easement(s) as required by LWSD (if applicable); c. Other: The existing meter needs to be evaluated under UPC & LWSD standards, to determine if it’s adequate for the proposed use. LWSD Service Connection applications required. If applicable, LWSD DE Agreement (#2 above) project must be accepted by LWSD, prior to service connection activations. Depending on the ultimate layout of the subdivision, reservation of private, water easement(s) may be required across one of or some of the new lots, for the benefit of other new lot supply lines (meter-to-building). This private easement shall cover off-site property along the route of the affected portion of the building supply line from the edge of public right-of-way or Lakehaven easement to the benefited new lot(s). Comments/special conditions: Service pressure greater than 80 psi indicated, Pressure Reducing Valve indicated, contact local building official for requirements &/or additional information. The nearest fire hydrant is approximately 85+/- feet from the Property (as marked on map on the back of this page). Fire Flow at no less than 20 psi available within the water distribution system is a minimum 1,000 GPM for two (2) hours or more. This flow figure depicts the theoretical performance of the water distribution system under high demand conditions. Fire flow rates greater than this may be accommodated through water distribution system improvements, contact LWSD for additional information. 499 Pressure Zone Est. Meter Elevation(s)-GIS: High 280+/-, Low 240+/- Est. Pressure Range at Meter(s) (psi): 93-112 I hereby certify that the above water system information is true. This certification shall be valid for one (1) year from the date of signature. Name: BRIAN ASBURY Title: DEVELOPMENT ENGINEERING SUPERVISOR Signature: Brian Asbury (e-signed)Date: 6/13/22 207 of 252 EXHIBIT 10 0221049104 wtr swr.docx (Form Update 1/20/22) Page 2 of 4 208 of 252 0221049104 wtr swr.docx (Form Update 1/20/22) Page 3 of 4 SEWER CERTIFICATE OF AVAILABILITY Lakehaven Water & Sewer District – Development Engineering Section 31623 – 1st Ave S PO Box 4249 Federal Way, WA 98063-4249 Email: DE@Lakehaven.org Telephone: 253-945-1581 or 253-945-1580 This certificate is intended to provide the applicant, land use agencies &/or public health departments with information necessary to evaluate development proposals. Lakehaven Water & Sewer District, at its sole discretion, reserves the right to delay, or deny, sewer service based upon capacity &/or supply limitations in Lakehaven’s or Other Purveyor’s system facilities. Proposed Land Use: Building Permit-SFR () Building Permit-MFR () Building Permit-Other Subdivision (10) Short Subdivision () Binding Site Plan Boundary Line Adjustment Other (specify/describe) Parcel Number(s): 0221049104 Site Address: 6343 S 296th St LWSD GIS Grid: P-06 Ex. Bldg. Area to Remain: UNKNOWN sf New Bldg. Area Proposed: UNKNOWN sf SEWER SYSTEM INFORMATION 1. Sewer service can be provided by service connection to an existing 10” diameter sewer main that is on the site and the sewer system has the capacity to serve the proposed land use. 2. If the proposed layout of the subdivision conflicts with the existing LWSD sewer system on the site, sewer service for the site will require an improvement to LWSD’s sanitary sewer system of: a. feet of ” diameter sewer main or trunk to reach the site; and/or b. The construction of a sanitary sewer collection system on the site; and/or c. A major portion of LWSD’s comprehensive wastewater system plan would need to be implemented and/or constructed; and/or d. Other (describe): LWSD Developer Extension (DE) Agreement required. 3. a. The existing sewer system is in conformance with LWSD’s Comprehensive Wastewater System Plan. b. The existing sewer system is not in conformance with LWSD’s Comprehensive Wastewater System Plan and an Amendment to this Plan will be required. This may cause a delay in issuance of land use approvals or permits. 4. a. The proposed site land use is within the corporate limits of Lakehaven Water & Sewer District, or has been granted Boundary Review Board approval for extension of sewer service outside of LWSD’s sewer service area. b. Annexation or Boundary Review Board approval will be necessary to provide service. 5. Sewer service is subject to: a. Payment of connection charges (to be determined by LWSD); b. Proof or reservation of easement(s) as required by LWSD; c. Other: LWSD Service Connection applications required. Depending on the ultimate layout of the subdivision, reservation of private, sewer easement(s) may be required across one of or some of the new lots, for the benefit of other new sewer service lines. This private easement shall cover off-site property along the route of the affected portion of the sewer service line from the edge of public right-of-way or Lakehaven easement to the benefited new lot(s If applicable, LWSD DE Agreement (#2 above) project must be accepted by LWSD, prior to service connection activations. Comments/special conditions: Finish floor elevation(s) potentially less than one-foot (1’) above nearest upstream manhole indicated, Backwater Check Valve(s) potentially indicated, contact local building official for requirements &/or additional information. I hereby certify that the above sewer system information is true. This certification shall be valid for one (1) year from the date of signature. Name: BRIAN ASBURY Title: DEVELOPMENT ENGINEERING SUPERVISOR Signature: Brian Asbury (e-signed) Date: 6/13/22 209 of 252 0221049104 wtr swr.docx (Form Update 1/20/22) Page 4 of 4 210 of 252 0221049104 wtr swr.docx (Form Update 1/20/22) Page 1 of 4 WATER CERTIFICATE OF AVAILABILITY Lakehaven Water & Sewer District – Development Engineering Section 31623 – 1st Ave S PO Box 4249 Federal Way, WA 98063-4249 Email: DE@Lakehaven.org Telephone: 253-945-1581 or 253-945-1580 This certificate is intended to provide the applicant, land use agencies &/or public health departments with information necessary to evaluate development proposals. Lakehaven Water & Sewer District, at its sole discretion, reserves the right to delay, or deny, sewer service based upon capacity &/or supply limitations in Lakehaven’s or Other Purveyor’s system facilities. Proposed Land Use: Building Permit-SFR () Building Permit-MFR () Building Permit-Other Subdivision (10) Short Subdivision () Binding Site Plan Boundary Line Adjustment Other (specify/describe) Parcel Number(s): 0221049104 Site Address: 6343 S 296th St LWSD GIS Grid: P-06 Ex. Bldg. Area to Remain: UNKNOWN sf New Bldg. Area Proposed: UNKNOWN sf WATER SYSTEM INFORMATION 1. Depending on the ultimate layout of the subdivision, water services may be able to be provided by service connections to existing 8” diameter water mains that are approximately 10-35 (+/-) feet from the site. 2. If additional hydrant(s) are indicated or required, water service for the site will require an improvement to LWSD’s water distribution system of: a. 10-35 (+/-) feet of 8” diameter water main to reach the site; and/or b. The construction of a water distribution system on the site; and/or c. A major portion of LWSD’s comprehensive water system plan would need to be implemented and/or constructed; and/or d. Other (describe): LWSD Developer Extension (DE) Agreement required. 3. a. The existing water system is in conformance with LWSD’s Comprehensive Water System Plan. b. The existing water system is not in conformance with LWSD’s Comprehensive Water System Plan and an Amendment to this Plan will be required. This may cause a delay in issuance of land use approvals or permits. 4. a. The subject property is within the corporate limits of Lakehaven Water & Sewer District, or has been granted Boundary Review Board approval for extension of water service outside of LWSD’s water service area. b. Annexation or Boundary Review Board approval will be necessary to provide service. 5.Water service is subject to: a. Payment of connection charges (to be determined by LWSD); b. Proof or reservation of easement(s) as required by LWSD (if applicable); c. Other: The existing meter needs to be evaluated under UPC & LWSD standards, to determine if it’s adequate for the proposed use. LWSD Service Connection applications required. If applicable, LWSD DE Agreement (#2 above) project must be accepted by LWSD, prior to service connection activations. Depending on the ultimate layout of the subdivision, reservation of private, water easement(s) may be required across one of or some of the new lots, for the benefit of other new lot supply lines (meter-to-building). This private easement shall cover off-site property along the route of the affected portion of the building supply line from the edge of public right-of-way or Lakehaven easement to the benefited new lot(s). Comments/special conditions: Service pressure greater than 80 psi indicated, Pressure Reducing Valve indicated, contact local building official for requirements &/or additional information. The nearest fire hydrant is approximately 85+/- feet from the Property (as marked on map on the back of this page). Fire Flow at no less than 20 psi available within the water distribution system is a minimum 1,000 GPM for two (2) hours or more. This flow figure depicts the theoretical performance of the water distribution system under high demand conditions. Fire flow rates greater than this may be accommodated through water distribution system improvements, contact LWSD for additional information. 499 Pressure Zone Est. Meter Elevation(s)-GIS: High 280+/-, Low 240+/- Est. Pressure Range at Meter(s) (psi): 93-112 I hereby certify that the above water system information is true. This certification shall be valid for one (1) year from the date of signature. Name: BRIAN ASBURY Title: DEVELOPMENT ENGINEERING SUPERVISOR Signature: Brian Asbury (e-signed)Date: 6/13/22 211 of 252 0221049104 wtr swr.docx (Form Update 1/20/22) Page 2 of 4 212 of 252 0221049104 wtr swr.docx (Form Update 1/20/22) Page 3 of 4 SEWER CERTIFICATE OF AVAILABILITY Lakehaven Water & Sewer District – Development Engineering Section 31623 – 1st Ave S PO Box 4249 Federal Way, WA 98063-4249 Email: DE@Lakehaven.org Telephone: 253-945-1581 or 253-945-1580 This certificate is intended to provide the applicant, land use agencies &/or public health departments with information necessary to evaluate development proposals. Lakehaven Water & Sewer District, at its sole discretion, reserves the right to delay, or deny, sewer service based upon capacity &/or supply limitations in Lakehaven’s or Other Purveyor’s system facilities. Proposed Land Use: Building Permit-SFR () Building Permit-MFR () Building Permit-Other Subdivision (10) Short Subdivision () Binding Site Plan Boundary Line Adjustment Other (specify/describe) Parcel Number(s): 0221049104 Site Address: 6343 S 296th St LWSD GIS Grid: P-06 Ex. Bldg. Area to Remain: UNKNOWN sf New Bldg. Area Proposed: UNKNOWN sf SEWER SYSTEM INFORMATION 1. Sewer service can be provided by service connection to an existing 10” diameter sewer main that is on the site and the sewer system has the capacity to serve the proposed land use. 2. If the proposed layout of the subdivision conflicts with the existing LWSD sewer system on the site, sewer service for the site will require an improvement to LWSD’s sanitary sewer system of: a. feet of ” diameter sewer main or trunk to reach the site; and/or b. The construction of a sanitary sewer collection system on the site; and/or c. A major portion of LWSD’s comprehensive wastewater system plan would need to be implemented and/or constructed; and/or d. Other (describe): LWSD Developer Extension (DE) Agreement required. 3. a. The existing sewer system is in conformance with LWSD’s Comprehensive Wastewater System Plan. b. The existing sewer system is not in conformance with LWSD’s Comprehensive Wastewater System Plan and an Amendment to this Plan will be required. This may cause a delay in issuance of land use approvals or permits. 4. a. The proposed site land use is within the corporate limits of Lakehaven Water & Sewer District, or has been granted Boundary Review Board approval for extension of sewer service outside of LWSD’s sewer service area. b. Annexation or Boundary Review Board approval will be necessary to provide service. 5. Sewer service is subject to: a. Payment of connection charges (to be determined by LWSD); b. Proof or reservation of easement(s) as required by LWSD; c. Other: LWSD Service Connection applications required. Depending on the ultimate layout of the subdivision, reservation of private, sewer easement(s) may be required across one of or some of the new lots, for the benefit of other new sewer service lines. This private easement shall cover off-site property along the route of the affected portion of the sewer service line from the edge of public right-of-way or Lakehaven easement to the benefited new lot(s If applicable, LWSD DE Agreement (#2 above) project must be accepted by LWSD, prior to service connection activations. Comments/special conditions: Finish floor elevation(s) potentially less than one-foot (1’) above nearest upstream manhole indicated, Backwater Check Valve(s) potentially indicated, contact local building official for requirements &/or additional information. I hereby certify that the above sewer system information is true. This certification shall be valid for one (1) year from the date of signature. Name: BRIAN ASBURY Title: DEVELOPMENT ENGINEERING SUPERVISOR Signature: Brian Asbury (e-signed) Date: 6/13/22 213 of 252 0221049104 wtr swr.docx (Form Update 1/20/22) Page 4 of 4 214 of 252 215 of 252 EXHIBIT 11 216 of 252 217 of 252 218 of 252 219 of 252 Page 1 of 2 CITY OF AUBURN Land Use Application #1260084 - Meredith Bend 220 of 252 Project Contact Company Name:AP Consulting Engineers PLLC Name:Adam Paul Email:aepaul@apconsultingengineers.com Address:PO Box 162 Phone #:(253) 737-4173 Auburn WA 98071 Project Type Activity Type Scope of Work New Deviations, Modifications, Variances, or Waivers Deviation Project Name:Meredith Bend Description of Work:Deviation request for 296th Street driveway Project Details Project Information Construction Standards Page 2 of 2 CITY OF AUBURN Land Use Application #1260084 - Meredith Bend 221 of 252 AP CONSULTING ENGINEERS PLLC CIVIL ENGINEERING APCE@APConsultingEngineers.com (253) 737-4173 PO Box 162, Auburn, WA 98071 January 18, 2023 City of Auburn Mr. Jacob Sweeting, P.E. 1 East Main Street Auburn, WA 98001 RE: Meredith Bend Subdivision – 6343 South 296th Street Existing 296th Street Driveway Deviation Request Letter (APCE Project #2022029) Mr. Sweeting: We are requesting a deviation from City Standards for the Meredith Bend Subdivision, located on parcel 0221049104. The sight distance exhibit for this driveway that has been submitted as part of the preliminary plat approval is included along with this letter. A deviation is being requested to allow access off of South 296th Street for the existing residence, which is proposed to remain and which currently takes access from this location. The deviation is being requested from the requirements in the current Auburn City Engineering Design Standards (ACDS) in Chapter 10.05.02. City standards require that if a project possesses frontage on two or more streets, the driveway will be located on the lowest classification of street and that the site is served by no more than one driveway. An access tract is being proposed as part of this subdivision, from which several lots will take access. Because the existing orientation of the garage will make it difficult to take access from the new internal private access to the east, a deviation is being requested to preserve the current access for the existing home. The following is a list of the City’s criteria for granting deviations followed by a discussion of the impacts of approving this deviation with the intent of demonstrating that the proposed deviation will meet or exceed the corresponding City standard for each of the criteria: 1.Functional Intent The entire property being subdivided contains one single-family residence in the northwest corner, which currently takes access off of South 296th Street. This existing home and driveway will be preserved on one of the lots once subdivided. A private access road is being proposed from South 296th Court. The configuration of the existing garage would require any access to the internal road to cross other new lots on the property given that it would be necessary to turn around 180˚ from the direction of vehicular travel when entering or leaving from the garage, it would not be possible to take access from the private tract. The intent of having a minimum sight distance for entering a roadway is to ensure that the driver entering the roadway will have adequate time to judge whether 222 of 252 their car can get up to speed to merge with the flow of traffic. Because the existing driveway will continue to serve only one home and no change to the location or use is proposed, no impact to traffic flow in South 296th Street is anticipated with the approval of this deviation. 2.Safety Factors Allowing the existing residence to continue to take access off of South 296th Street will not create any additional safety concerns to road users. The existing driveway will continue to serve only one home, will be moved slightly to the west of its current location, and will be reduced in width by a few feet, when the new improvements are completed. The design location for the new driveway will result in about 270 feet of sight distance towards 64th Avenue South along the path traveled by a westbound vehicle traveling on South 296th Street. This is about 120 feet less than the 390 feet of required sight distance for a design speed of 35 miles per hour (30 miles per hour posted speed). The driveway cannot be moved further to the west and, therefore, the existing conditions will be preserved. Therefore, no additional safety concerns are anticipated as a result of sight distance. 3.Operational Concerns It is not anticipated that there will be negative operational concerns as a result of approving the deviation. The existing driveway will continue to serve its current purpose for a single lot and no negative impacts to the operation of the public road are anticipated. 4.Maintenance Concerns Maintenance within the public right of way is not anticipated to increase as a result of approving the deviation because the complexity of the right-of-way improvements will not be increased. The location of the existing driveway will not be changed and the volume of vehicles using it will also not increase. 5.Liability Concerns The same justifications as are listed above for functional intent and safety fac tors apply to this criterion. 6.Capacities and/or efficiencies of the design element It is not anticipated that there will be negative impacts to the capacity or efficiencies of South 296th Street as a result of approving the deviation. Conditions on South 296th Street will remain as they currently are. 7.The design life, historical performance, and durability Given that the materials that will be used for construction will meet Auburn’s standards, that improvements are proposed to the location and size of the driveway, and only the location of the access will change when the deviation is approved, it is not anticipated that a decrease in the design life, historical performance, and durability should be expected as a result of approving the deviation. 223 of 252 224 of 252 225 of 252 226 of 252 227 of 252 EXHIBIT 12 228 of 252 229 of 252 230 of 252 Page 1 of 2 CITY OF AUBURN Land Use Application #1325505 - Meredith Bend 231 of 252 Project Contact Company Name:AP Consulting Engineers PLLC Name:Adam Paul Email:aepaul@apconsultingengineers.com Address:PO Box 162 Phone #:(253) 737-4173 Auburn WA 98071 Project Type Activity Type Scope of Work New Deviations, Modifications, Variances, or Waivers Deviation Project Name:Meredith Bend Description of Work:A Deviation Request for the Proposed driveways on S 296th Court Project Details Project Information Construction Standards Page 2 of 2 CITY OF AUBURN Land Use Application #1325505 - Meredith Bend 232 of 252 233 of 252 234 of 252 235 of 252 236 of 252 237 of 252 238 of 252 EXHIBIT 13 239 of 252 240 of 252 241 of 252 242 of 252 243 of 252 244 of 252 245 of 252 Page 1 of 2 CITY OF AUBURN Land Use Application #1406754 - Meredith Bend 246 of 252 Project Contact Company Name:AP Consulting Engineers PLLC Name:Adam Paul Email:aepaul@apconsultingengineers.com Address:PO Box 162 Phone #:(253) 737-4173 Auburn WA 98071 Project Type Activity Type Scope of Work New Deviations, Modifications, Variances, or Waivers Deviation Project Name:Meredith Bend Description of Work:Deviation Request for routing of public stormwater through private pond. Project Details Project Information Storm Page 2 of 2 CITY OF AUBURN Land Use Application #1406754 - Meredith Bend 247 of 252 AP CONSULTING ENGINEERS PLLC CIVIL ENGINEERING APCE@APConsultingEngineers.com (253) 737-4173 PO Box 162, Auburn, WA 98071 July 24, 2023 City of Auburn Mr. Jacob Sweeting, P.E. 1 East Main Street Auburn, WA 98001 RE: Meredith Bend Subdivision (PLT22-0005)– 6343 S 296th Street Deviation Request Letter (APCE Project #2022029) Mr. Sweeting: We are requesting a deviation from City Standards for the Meredith Bend Subdivision, located on parcel 0221049104. A deviation is being requested to allow runoff from the existing road in the South 296th Street right-of-way to be collected and routed to the proposed detention pond. The deviation is being requested in line with the requirements in Section V-1.1 of the 2019 City of Auburn Supplemental Manual to 2019 Stormwater Management Manual for Western Washington (ASM) which indicates that “with approval from the City Engineer, stormwater runoff from required improvements in the public right-of-way may be designed to discharge onto the private property and be mitigated within the on-site storm drainage system with pretreatment of the runoff from the public right-of-way. In this case, the applicant would be required to enter into a Stormwater Easement and Maintenance Agreement (SWEMA) holding the city harmless for the connection, and the applicant shall agree to maintain the system. The SWEMA would be per the city’s template document without revisions that would place additional liability or responsibility upon the city.” This project proposes to collect runoff from existing off-site improvements in order to compensate for not collecting all of the proposed off-site improvements. A basin map is included with this request that shows which off-site project areas are proposed to bypass the pond and which off-site non-project areas are proposed to be routed through the pond. Allowing the collection of runoff from some portion of the existing off-site improvements in the right-of-way is necessary to allow this project to meet the flow control standards that apply to this project. The proposed off-site improvements that are being required for this subdivision consist of 0.199 acres of hard surfaces and 0.084 acres of landscaping areas. These areas generate a 2-, 10-, and 50-year peak flow rate of 0.115 cfs, 0.132 cfs, and 0.171 cfs, respectively. The predeveloped conditions for the combined on-site and off-site project area result in peak flows for the 2-, 10-, and 50-year flow rates of 0.052 cfs, 0.108 cfs, and 0.151 cfs, respectively. These numbers clearly show that it would not be possible for the project to meet its flow control obligations to not exceed predeveloped durations without capturing and controlling some portion of the off-site runoff. WWHM calculations for the proposed off-site improvements are included with this letter. 248 of 252 This project proposes to collect runoff from the portion of the existing off-site improvements in the South 296th Street right-of-way that would flow to a new catch basin placed along the new curb in South 296th Street, just upstream of the proposed pond. This will require a new Type 1 catch basin with a vaned grate and a pipe to convey the runoff directly from this catch basin into the proposed pond. This catch basin is also expected to collect runoff from almost 2,100 square feet of proposed off-site improvements (landscaping and paved surfaces). A pretreatment device to be owned and maintained by the property owners will be installed between this catch basin and the proposed pond. To summarize, a total of 0.199 acres of impervious surface and 0.084 acres of landscaping will be constructed off-site. Roughly 0.031 acres of this project-constructed impervious and 0.019 acres of this project-constructed landscaping will be collected and routed to the pond along with roughly 0.090 acres of existing off-site road surface that is not being constructed as part of this project. While there are additional proposed improvements along 64th Avenue South and South 296th Court that are proposed to bypass the stormwater pond, this project can meet stormwater flow control requirements without collecting the rest of these areas. Additionally, collecting the rest of these areas would unnecessarily complicate the public conveyance system by requiring the construction of a public stormwater conveyance system of 300 feet in length, or more, that would be parallel to an existing public stormwater conveyance system in 64th Avenue South and would result in the collection of an even greater quantity of runoff from off-site existing public improvements, which runs contrary to the intent of the city’s manual where it limits the collection of runoff from existing public improvements. The additional pipe and structures that would be installed would also increase the amount of public maintenance that would be necessary for the city and without significant benefit. The following is a list of the criteria for granting deviations followed by a discussion of the impacts of approving this deviation with the intent of demonstrating that the proposed deviation will meet or exceed the corresponding city standard for each of the criteria: 1. Functional Intent The intent of restricting the routing of runoff from public facilities into private stormwater facilities is understood to be to limit the exposure of the city to long- term maintenance responsibilities and risks. The Stormwater Easement & Maintenance Agreement (SWEMA) that the city will require will hold the city harmless and require the applicant to maintain the pre-treatment structure and private stormwater conveyance and detention facilities. 2. Safety Factors No safety issues are anticipated as a result of approving this deviation. 3. Operational Concerns It is not anticipated that there will be negative operational concerns as a result of approving the deviation. The pond is required to be designed to accommodate the off-site flows from the right-of-way and to restrict their release to meet all applicable restrictions in the stormwater manuals. Additionally, maintenance 249 of 252 that maintains the function of the pond and pre-treatment structure will be required of the property owners. 4. Maintenance Concerns All maintenance will be provided by the private property owners served by the pond and will be in line with all requirements in the city’s standards as well as those required by the SWEMA, including private maintenance of the facility and the incorporation of pretreatment of flows from the right-of-way into the pond. 5. Liability Concerns The same justifications as are listed above for functional intent and safety factors apply to this criterion. 6. Capacities and/or efficiencies of the design element It is not anticipated that there will be negative impacts to the capacity or efficiencies of the public conveyance system or the private stormwater pond since they are required to be designed to accommodate the additional flows according to all applicable standards. In fact, routing the unrestricted runoff from the public right-of-way through the detention pond will decrease the flow rates and durations that would otherwise be experienced from those surfaces. 7. The design life, historical performance, and durability Given that the design of the pond will meet Auburn’s standards, it is not anticipated that a decrease in the design life, historical performance, and durability should be expected as a result of approving the deviation. 8. The aesthetic and visual impacts No negative impacts are anticipated to the aesthetic and visual impacts as a result of approving the deviation. 9. The cost effectiveness and availability of any replacement components or materials It is not anticipated there will be any difference in the cost-effectiveness and availability of any replacement components or materials as a result of approving the deviation. 10. Consistency with the spirit and purpose of the corresponding City design standard The same justifications as are listed above for functional intent and safety factors apply to this criterion. 11. Demonstration that the environment will not be adversely affected Given that any runoff from all proposed impervious surface will be mitigated per the Stormwater Management Manual for Western Washington (SWMMWW), it is not anticipated that the environment will be adversely affected as a result of approving the deviation. 12. Supported by published industry standards The 2021 King County Surface Water Manual, in Section 1.2.3.2.E, allows projects to provide compensatory mitigation when topography makes it difficult or costly to collect all target surface runoff for discharge to the on-site flow control facility by “design[ing] the project's flow control facility or provid[ing] /retrofit[ting] an 250 of 252 251 of 252 252 of 252