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19-102839
CITY OF Federal Way Mx. Alan Keimig The Keimig Associates 307 D Street SE Auburn, WA 98002 ackdmig@mm.com Re: File #19-102839-00-UP; DESIGN DECISION Department of Community Development 33325 8"' Avenue South Federal Way, WA 98003-6325 253-835-2607 Christ's Church Ministry Center, 941 South Dash Point Road, Federal Way Dear Mr. Keimig. www.r-ikvoffederaiwgy.com Jim Ferrell, Mayor May 28, 2020 This design decision is issued for the above -referenced project pursuant to Federal Way Devised Code (FWRC) 19.65, "Project Approval," and FWRC 19.115, "Community Design Guidelines. " The proposed action is for construction of a new two-story (32,478 square foot) Church Ministry Center building and associated parking lot improvements, landscaping, and storm drainage improvements. The subject property is approximately 3.7 acres and is zoned Single -Family Residential (RS) 9.6. Churches are a permitted use in the RS zoning district, subject to FWRC 19.200.050, and subject to a Hearing Examiner Process IV public hearing and decision. DESIGN APPROVAL ISSUANCE AND EFFECT The Community Design Guidelines components of the project are hereby conditionally approved pursuant to decision criteria set forth in FWRC 19.115. This decision is also based, in part, on the conclusions drawn from the Statement of Facts issued by the Planning Division (ExbibitA) and Preliminary Site Plan Sheet A1.1; Preliminary Building Elevations Pages A3.1 and A3.2 (revised February 1, 2020, by the Keimig Associates); and Preliminary Landscape Plans Pages L1 and L2 (revised February 10, 2020, by BDG, ExbibitB). This decision does not take effect unless and until the Hearing Examiner issues Process IV decision on the proposal, and it does not authorize the applicant to conduct any development activities on the site. CONDITION OF APPROVAL Prior to approval of construction plans, the landscape plan shall be revised to upgrade the perimeter landscaping along the southerly property line adjacent to the existing single-family.residential zone to a Type I landscape buffer. This entails adding approximately 8 —10 more trees than currently shown on the preliminary landscape plan. For a Type I landscape buffer, trees shall be plated at approximately 10 —15 feet on center. STATE ENVIRONMENTAL POLICY ACT THRESHOLD DETERMINATION Pursuant to IlasbinpnAdminirtrative Code 197-11-355, the city's Responsible Official issued an Optional Determination of Nonsignificance (DNS) and Notice of Application on June 25, 2019. A final DNS was issued by the city on September 13, 2019. No SEPA appeals were filed The Department of Community Development issued a SEPA Addendum for the proposed action on May 27, 2020. Mr. Alan Keimig Page 2 of 2 May 28, 2020 PROCEDURAL INFORMATION Building Permit & Engineering Bequinmentr This Administrative Design Decision does not constitute a building permit, or authorize clearing/grading activities. The applicant shall obtain Process IV Hearing Examiner Review approval, building permits, and engineering review for construction activities from the Community Development and Public Works Departments. Requests for Change of Valuation Any affected property owners may request a change in valuation for property tax purposes, not withstanding any program of revaluation. Approval Duration Unless modified or appealed, this site plan approval is valid for five years from the date of issuance of the decision. Time extensions to the decision may be requested prior to the lapse of approval following the provisions listed in FWRC 19.15.110. Appeals The effective date of issuance is three calendar days following the date of this letter, or May 31, 2020. Pursuant to FWRC 19.65.120, this design decision may be appealed by any person who submitted written comments, or any person who has specifically requested a copy of the decision. Any appeal must be in the form of a letter delivered to the Community Development Department with the established fee and within 14 days after the effective date of issuance of this decision, or June 15, 2020. The appeal letter must contain a clear reference to the matter being appealed and a statement of the factual findings and conclusion of the director disputed by the person filing the appeal. Any appeal of this decision will be heard by the Federal Way Hearing Examiner concurrently with the Process IV hearing associated with the application. CLOSING This land use decision does not waive compliance with future City of Federal Way codes, policies, and standards relating to this development Information used in preparing the design decision such as drawings, specifications, and details are available upon request to the city staff in the Department of Community Development (33325 8d, Avenue South, Federal Way, WA 98003). Copies of specific information may also be obtained by submitting a records request to the City Clerk at the above -referenced address or via the city website at htp://wwcv.cittioffederaI vay.comJ-p �A 1-public_records. If you have any questions regarding this decision, please contact Senior Planner Jim Hams at ' m.hatris a ci tyoffederaiwa -.conL Sincerely, T'- (- 4 ' .,-for Brian Davis Director of Community Development enc: Exhibit A: Statement of Facts Exhibit B: Preliminary Site Plan Sheet A-1.1; Preliminary Building Elevations Pages A3.1 and A3.2 (revised February 18, 2020, by the Keimig Associates); and Preliminary Landscape Plans Pages Ll and L2, by BDG, revised February 10, 2020. (Plans are not sent to parties on the copy list Plans are available for public review by request to-im.harris a citvoffi&1yr.dwa%-.c0m or by written request to the Community Development Department) Jim Harris, Senior Planner Ann Dower, Senior Engineering Plans Reviewer Neil Eugenio, nciLc rr rommtst-nct 19-102839-UP Doc ID 80489 CIT � Federal Way EXHIBIT A STATEMENT OF FACTS Federal Way Revised Code Chapter 19.115, "Community Design Guidelines" Christ's Church Ministry Center Expansion, File 19-102839-UP The Planning Division hereby presents the following statement of facts to the Director of Community Development pursuant to content requirements of the Community Design Guidelines decision as set forth in Federal Way Revised Code (FWRC) 19.70.010 and 19.65.100(4). This church expansion proposal is subject to FWRC 19.115.030, which states; "Subject applications for remodeling or expansion of existing developments shall meet only those provisions of this chapter that are determined by the director to be reasonably related and applicable to the area of expansion or remodeling." 1. Proposal — The applicant, The Keimig Associates on Behalf of Christ's Church, has proposed construction of a two-story, 32,478 square foot church ministry building. The subject property is presently developed with two church buildings totaling approximately 25,900 square feet, plus three other small buildings totaling approximately 10,700 square feet. This proposal includes construction of a new 32,478 square foot ministry center building; upgrading and paving the existing gravel parking area; and removing and stormwater improvements. The proposal also includes removing and demolishing three existing buildings on -site which total approximately 10,700 square feet. The subject property is 3.7 acres. The church shares access to Dash Point Road and shares off -site parking with the adjacent Sacajawea Middle School. 2. Requested Decision — The applicant submitted a complete Process IV Hearing Examiner Master Land Use Application (MLUA) on June 25, 2019. Prior to the Hearing Examiner's Process IV decision, the Director of Community Development shall issue a design decision pursuant to FWRC 19.65.100(2)(b). 3. Crime Prevention Through Environmental Design (CPTED) —The applicant submitted a CPTED checklist as a component of the Process IV MLUA. Staff finds the applicant has met the intent of CPTED and provides measures that include, but are not limited to: use of security cameras; site and building layout; landscaping; lighting; and entrance visibility. 4. Site Design — Pursuant to FWRC 19.115.050, project designers shall strive for overall design continuity by using similar elements throughout the project and addressing the following items: (a) pedestrian areas, amenities, and circulation; (b) surface parking lot; (c) garbage and recycling receptacles, placement, and screening; and (d) lighting. Staff finds the applicant has met the intent of the chapter's site design standards and analysis of each item is provided below: a. Pedestrian Areas, Amenities, and Circulation — The proposed ministry building will abut an existing pedestrian plaza area located between the proposed new ministry building and the existing church building. This plaza will be adjacent to and accessible to both buildings. The Statement of Facts — Design Decision Page 1 of 5 Christ's Church Ministry Center Expansion File No 19-102839-UP/Doc. I.D. ***** plaza has landscaping and an approximately 1,000 square foot outdoor gathering area at the northeast corner of the proposed building. The proposed ministry building is not adjacent to the public right-of-way. However, the existing church building is adjacent to the right-of-way and there is an existing pedestrian connection to the public sidewalk. A pedestrian walkway is proposed between the new ministry building and the improved parking lot. b. Surface Parking Lot— Access to the parking areas is existing and will only be modified and upgraded with paving and drainage. Vehicular loop access is provided inside the parking area. Internal lot landscaping will be provided within landscape islands at a ratio of a minimum 22 square feet per stall. c. Garbage and Recycling Receptacles —The garbage and recycling enclosure is proposed to be screened with an enclosure architecturally consistent with the building, and be screened by trees, shrubs, and groundcover abutting the enclosure. Final landscape plan review and enclosure review will occur with the building permit application. d. Lighting — The CPTED checklist submitted with the application identifies an exterior lighting plan will be prepared for the site. Building Design — Both the south and east facades are longer than 60 feet as proposed and will be visible from a single-family residential zone, and therefore, these two facades are subject to facade treatment and articulation requirements pursuant to FWRC 19.115.060(2). Staff finds, as conditioned, the applicant has met the intent of the chapter's building design standards and analysis of each item as provided below: a. FaVade Modulation and Screening Options — The applicant has utilized all four modulation and screening options on various elevations. FWRC 19.115.060(2) allows flexibility when applying dimensional standards of the facade modulation and screening options if more than two of the options are incorporated in the project design. Staff provides analysis for each elevation as follows: i. North Elevation — Due to the proposed ministry building being located behind the existing buildings, only the top portion of this facade may be visible from a public right-of-way; therefore, this guideline does not apply to the north facade. ii. West Elevation — Due to the proposed ministry building being located behind existing buildings, only the top portion of this facade may be visible from a public right-of-way; therefore, this guideline does not apply to the north facade. iii. South Elevation — The south elevation is approximately 90 feet in length and is visible from a single-family residential zone. Keimig Associates provided a May 13, 2020, email memo (received by the city on May 19, 2020) describing the proposed facade modulation and screening for the south facades, and summarized as follows: (1) vertical modulation, at a distance of approximately 78 feet, is provided on two surfaces (the vertical planes are separated by a metal shed roof covering a portion of the elevation); (2) Type III foundation landscaping in a strip less than eight feet wide is proposed along approximately half the south facade; and (3) an enclosed canopy is proposed along approximately 15 percent of the south facade. iv. East Elevation — The east elevation is approximately 170 feet in length and is visible from a single-family residential zone. Keimig Associates provided a May 13, 2020, email memo (received by the city on May 19, 2020) describing the proposed facade modulation and screening for the east facade and summarized as follows: (1) horizontal modulation in several steps is proposed to give visible separation, and also includes a sloping roofline horizontal Statement of Facts — Design Decision Page 2 of 5 Christ's Church Ministry Center Expansion File No 19-102839-UP/Doe. I.D. ***** modulation; (2) foundation landscaping approximately five feet in width is proposed along approximately 40 percent of the east facade; (3) a small metal canopy covers an office entrance; and (4) a generous approximately 660 square foot pedestrian plaza with landscaping and benches is located at the north comer of the east facade. City staff finds that several elements of the facade modulation and screening standards have been proposed along the south and east facades; however, the proposed vertical modulation dimensions; proposed facade landscape width and type; and proposed canopy percentage; all do not meet the recommended dimensional and percentage guidelines outlined in FWRC 19.115.060(2). Therefore, city staff finds a condition of approval is warranted due to these facades not fully meeting the dimensional guidelines, and due to the adjacent single-family zone and uses. This condition requires upgrading the perimeter landscaping along the southerly property line adjacent to the existing single-family residential zone to a Type I landscape buffer. This will entail adding approximately 8 —10 more trees than currently shown on the preliminary landscape plan. For a Type I landscape buffer, trees shall be plated at approximately 10 —15 feet on center. b. Building Articulation and Scale —This section (FWRC 19.115.060[3]) pertaining to building articulation and scale has been met as discussed in the following narrative by the applicant in a May 20, 2020, email: i. East Elevation — There are multiple window openings at the office area, and windows placed higher at the gymnasium for impact aversion. The windows are clear glazing with two-inch clear anodized aluminum frames. The larger wall to the south end at the gymnasium will be softened with foundation landscaping to obscure the lower portion of the wall. Architectural features, like an oversized metal coping at the top of the parapet wall, metal canopies, and permanent horizontal and vertical reveals, break up the larger portions of wall areas. At the north end of the east elevation, a vertical portion of the wall is accentuated with a CMU veneer with a sloping parapet roofline. The CMU will be of a varied color from the body of the building with horizontal CMU banding. At the north end of the east elevation lies an open plaza bordered on two sides with foundation landscaping. The plaza is approximately 660 square feet. is. South Elevation — Although there are minimal openings on the south elevation, the window frames align with horizontal and vertical reveals, using the same techniques as the other elevations. Metal roofing materials at two different vertical modulations give accent to color and texture in comparison to the adjacent wall surfaces. Foundation landscaping adorns the entire length of the south elevation, softening the wall's height. 6. Building and Pedestrian Orientation —The proposed new building is not adjacent to or visible from the right-of-way. The main building entrance is oriented to the existing pedestrian plaza, and a secondary entrance is highlighted and identified by a canopy. All facades incorporate glazing as appropriate for the proposed building use. Staff finds the applicant has met the intent of building and pedestrian orientation pursuant to FWRC 19.115.070. 7. Institutional Uses —Pursuant to FWRC 19.115.100, institutional uses are required to implement specific zoning district guidelines and specific institutional use guidelines. • Institutional uses are subject to guidelines in FWRC 19.115.100(3) - (5) regarding 120-foot maximum facade length, roofline design, and organization and shape of building structure elements. City staff finds the proposed building meets these guidelines in FWRC 19.115.100(3) - (5) by incorporating major structural modulation for the east facade at approximately 70 feet and 78 feet, which meets the intent of the section. The east facade roofline has five different stepped horizontal planes, architectural parapets; small cornices; canopies and fascia's; and two small Statement of Facts — Design Decision Page 3 of 5 Christ's Church Ministry Center Expansion File No 19-102839-UP/Doc. I.D. ***** pitched roof sections. overall the varied rooflines minimize uninterrupted horizontal planes and in addition with other design elements results in architectural appeal. • In addition, institutional uses are subject to applicable guidelines in FWRC 19.115.090(1)(a), (b), (e), (fl, (h), and (i). Staff finds the applicant has met the intent of specific district guidelines and provides italicized staff analysis following each provision: a. Surface parking may be located behind the building, to the side(s) of the building, or adjacent to the right-of-way; provided, however, that parking located adjacent to the right-of-way maximizes pedestrian access and circulation pursuant to FWRC 19.115.050(4). Staff Response: The existing and proposed parking is mainly located behind or beside existing and proposed church buildings. A portion of existing parking area is located adjacent to the public right-of-way,however, this parking area is not being modified as part of this proposal and is not required to be modified to meet design guidelines. This guideline is met. b. Entrance facades shall front on, face, or be clearly recognizable from the right-of-way; and shall incorporate windows and other methods of articulation. Staff Response: This guideline is not applicable as the proposed building is located behind two existing church buildings on site that will remain. e. Ground -level mirrored or reflective glass is not allowed adjacent to a public right-of-way or pedestrian area. Staff Response: The applicant does not propose ground -level mirrored or reflective glass, and the building is notproposed adjacent to the right-of-way. f. If utilized, chain -link fences visible from public rights -of -way or adjacent properties, and not screened by Type I landscaping as defined by Chapter 19.125 FWRC, shall utilize vinyl - coated mesh, powder -coated poles, dark color(s), and architectural element(s), such as pole caps and/or decorative grid pattern. Staff Response: The applicant does notpropose chain-linkfencing. h. Parking lots should be broken up into rows containing no more than 10 adjacent stalls, separated by planting areas. Staff Response: As shown on the site plan, parking stall rows contain 10 or fewer adjacent stalls between planting areas. i. Pedestrian walkways (minimum six feet wide) shall be provided between the interior of the project and the public sidewalk. Staff Response: There is an existing paved walkway existing from the main church building entrance to the public sidewalk along Dash Point Road. The proposed ministry building will be located behind two existing buildings and not directly adjacent to the public right of -way. Pedestrian walkways are existing, or will be constructed between all the church buildings at the site. This guideline is met. 8. Decisional Criteria — The proposal is consistent with applicable Community Design Guideline decision criteria set forth in FWRC 19.65.100(2)(b). As shown in analysis above, the proposal is Statement of Facts — Design Decision Page 4 of 5 Christ's Church Ministry Center Expansion File No 19-102839-UP/Doc. I.D. ***** consistent with site design standards set forth for institutional uses in FWRC 19.115.100, and meets all applicable design guidelines for church use in a single-family residential zone in FWRC 19.115. Final construction drawings will be reviewed for compliance with specific regulations, conditions of approval, and other applicable city requirements considered in the upcoming Process IV Hearing Examiner decision. These findings shall not waive compliance with future City of Federal Way codes, policies, and standards relating to this development. Prepared by: Senior Planner Jim Harris Date: May 26, 2020 Statement of Facts — Design Decision Christ's Church Ministry Center Expansion Page 5 of 5 File No 19-102839-UP/Doe. I.D. ***** CITY HALL CITY of 33325 8th Avenue South Federal Way, WA 98003-6325 Ak Federal (253) 835-7000 ¢` e r` ` www.cityoffederalway.com Centered �� ��.,.;.. �; ti377i�� Jim Ferrell, Mayor Mr. Neil Eugenio August 27, 2019 The Keimig Associates 307 SE "D" Street Auburn, WA 98002 neiL r+.comeast neC Re: Files #19-102839-00-UP & #19-101462-00-SE; TRAFFIC TECHNICAL. REVIEW Christ's Church Ministry Expansion/Master Plan, 941 Dash Point Road, Federal Way Dear Mr. Eugenio: The Traffic Division has the following comments in response to your Process IV application submitted June 20, 2019, for a new 33,000 square foot building for ministry expansion and church master plan approval. Public Works —Traffic Division S rady Lon 253 835-2 43 saradv.long@.cilyoffederalway.,Com Traffic has reviewed the expansion project Traffic Impact Analysis (TIA) Report and project plans. Please address the following technical comments: 1. The proposed 50 percent reduction in the project trip generation is not appropriate. The estimate trip generation for a church land use (ITE Code 560) is based on the total gross floor area (GFA), which may include meeting rooms, classrooms, raining, party facilities, etc. As such, the queuing, LOS, and turn lane warrant analysis should not factor in the trips reduction. Staff recognizes that the impacts to the site access drivewaysbatersections are nominal with the additional trip generation, and would not expect to alter the result of the study. Therefore, the trip generation comment is for information only. 2. Per the TIA, a left turn lane is warranted at the mid -entrance to the site on SR 509. As such, the applicant shall construct the westbound left turn lane on SR 509 to provide a safer and efficient access into the site. The left turn lane shall be designed and constructed to meet all applicable standards and shall be approved by the city and WSDOT. Channelization and street improvement plans shall be prepared by a professional engineer registered in the State of Washington and submitted to the City of Federal Way and WSDOT for review and approval. The improvement shall be constructed prior to the issuance of the Certificate of Occupancy. 3. Any right-of-way dedication necessary to accommodate the frontage improvement shall be conveyed to the city through a statutory warranty deed. Questions regarding review comments should be addressed to the referenced staff representative. Sirzcerel , Leila Willoughby -Oakes Associate Planner enc: Resubmittal Form c: Sarady Long, Senior Transportation Planning Engineer Mac Hoover, Christ's Church of Federal Way, mach@ccf�v.or� Doo I.D. 79336 19-102839-00-UP CITY OF ti. Federal Way August 21, 2019 Mr. Neil Eugenio The Keimig Associates 307 SE "D" Street Auburn, WA 98002 CITY HALL 33$25 8th Avenue South Federal Way, WA 98003-6325 (253) 835-7000 www. cityoffederakvay. coma Jim Ferrell, Mayor Re: Files #19-102839-00-UP & #19-101462-00-SE; V TECHNICAL REVIEW Christ's Church Ministry Expansion/Master Plan, 941 Dash Point Road, Federal Way Dear Mx. Eugenio: City departments/divisions have the following comments in response to your Process IV and Environmental Checklist applications submitted June 20, 2019, for a new 33,000 square foot building (ministry expansion with a gymnasium, kitchen, laundry, office suite, and great hall) and Master Plan Approval. Staff deemed the application complete June 25, 2019. Cortunents in this letter shall be addressed prior to issuance of a State Environmental Policy Act (SEPA) threshold determination and final staff recommendation to the Hearing Examiner. Questions regarding technical review comments should be addressed to the referenced staff representative. Community Development— Planning Division Leila Willoughby -Oakes, (253) 835-2644, leiiia.►viliuughh--oakesCir+c:ityraffedetalwsy.cl> a 1- Plan Set— Please address the following comments: a. Add parking lot directional sign.age. Parking and vehicle circulation areas shallbe clearly delineated using directional signage (Federal Way Revised Code VWRC] 19.115.050[2] [b]). b. Find plan redlines enclosed. 2. Insfitrrrirmal User —The new two-story structure abuts single-family zoned parcels on the south and east property lines. The building is visible from residential zones and must comply with FWRC 19.115.100 (or die building length to be less than 120 feet): "Building facades that exceed 120 feet in length and are visible from an adjacent residential zone, right-of-way or public park or recreation area shall incorporate a significant structural modulation (offset). The minimum depth of the modulation shall he approximately equal to 10 percent a the total length of the subject facade and the minimum width shall be approximately twice the minimum depth. The modulation shall be integral to the building structure from base to roofline." 19-102939-00-UP Doc ID 79391 M Mr. Neal Eugenio Page 2 of 7 .August 21, 2019 3. Public Comments — All property owners within 300 feet of the site received an Optional Determination of Non -Significance (DNS)/Notice of Application. We have received no public comments for the com mmt period which ended on July 19, 2019. 4. Public Notice —Please keep the public notice signs posted until the final Hearing Examiner Decision. 5. Hearing Date —Please provide staff with your Hearing Examiner hearing date availability. 6. Parkin,gNarrative — Submit a parking compliance narrative describing how the current proposal meets parking requirements for churches (1 for each 5 seats or 10 lineal feet of bench seating). Describe how many parking spaces are proposed to be removed and how many new spaces are proposed. Will the proposal comply widi the reciprocal access and parking easements between Federal Way Public Schools (F WPS) and Christ's Church dated 2002 and 2001? 7. Storage Containers — Please remove the existing storage containers on the west and east property lines, or screen containers in accordance with FWRC 19.125.170(3)(b). The following applies: a. Containers adjoining a residentially zoned property shall receive 100 percent site -obscuring screening (i.e. Type I landscaping or decorative screen). b. Storage containers shall be painted to snatch adjacent buildings and/or improvements. c. Storage containers may not block required parking stalls. S. Noneoglwr hi g Development — C ompliaricc with current inning codes will apply to the ministry expansion pursuant to FWRC 19.30.090. The applicant proposes an additional 33,000 square feet of gross floor area, which exceeds the 4,900 square feet minimum of new gross floor area. Non -conforming development exception thresholds are: (a) For a building (or group of buildings) greater than or equal to 50,000 square feet, conformance as identified in subsection (1) of this section is not required unless the applicant proposes to add 4,900 square feet of new gross floor area to the subject property or 10 percent of the gross floor area of the buildings) on the subject property, whichever is greater, within any consecutive 36- month time period commencing at the time of building permit issuance; 9. Landscaping — Indicate nonconforming landscaped areas. Process W plans note existing landscaping to rem nin. However, the project exceeds nonconforming development thresholds and RVRC 19.125.060 and 19.125.070 landscaping requirements will apply. Please revise the plans as follows: a. Type III landscaping 10 feet in width shall be provided along all property lines of nonresidential uses in the RS zoning districts, except as provided in RX/RC 19.125.070. b. Type IV landscaping shall be provided within surface parking areas as follows: i. Commercial, industrial, and institutional developments shall provide twenty-two square feet per parking stall when 50 or more parking stalls are being provided. c. Landscape islands shall be a minimum size of 64 square feet and a maximum of 305 square feet, and a minimum width of six feet at the narrowest point for islands and shall be provided at the following locations: Air. Neal Eugenio Page 3 of 7 August 21, 2019 i. At the end of all rows of parking; and 6. For separation buffering between loading doors or maneuvering areas and parking areas or stalls; and 0. Any remaining required landscaping shall be dispersed throughour the interior paring area in a manner to reduce visual impact of the parking lot; iv. Deciduous trees are preferred for landscape islands within interior vehicle use areas. d. Permanent curbing shall be provided in all landscape areas within or abutting parting areas. Based upon appropriate surface water considerations, other structural barriers may be substituted for curbing, such as concrete wheel stops. 10. Lan&caping Maintenance — For existing areas that do apply the applicant is responsible for plant and irrigation system maintenance pursuant to IAXrRC 19.125.090(2): "Maintenance of planted areas shall include continuous operations of removal of weeds before flowering; mowing; trimming, edging; cultivation; reseeding; plant replacement; appropriate fertilization; spraying; control of pests, insects, and rodents by nontoxic methods whenever possible; watering; or other operations necessary to assure normal plant growth. In particular, maintenance shall promote landscape performance criteria of this title. Plant materials that have died shall be replaced at the beginning of the next appropriate planting season and planting areas shall be kept reasonably free of noxious weeds and trash. Irrigation maintenance. All portions of any irrigation system shall be continuously maintained in a condition such that the intent of an irrigation design is fulfilled. Uncontrolled emission of water from any pipe, valve, head, emitter, or other irrigation device shall be considered evidence of nonmaintenance." Public Works — Solid Waste & Recycling Division Rob Van Orsow, 253-835-2770, Rob.VanOrsow@cityofFederalway.com Please find the solid waste review comments enclosed; revise the plans, or remodel the existing Surface Water & Recycling facility as follows: • Minimum storage area shall be 175 square feet 0 Provide a lid on all containers. ■ Ensure the storage location is not in the required yard. In all cases, gates shall be of sufficient width to allow direct, in -line access by solid waste and recycling collectors and equipment. In uses where two or more separate detachable containers (commonly referred to as dumpsters) are situated side -by -side within an enclosure, there must be a minimum of 18 feet of unobstructed access when gates are fully opened (hardware, hinges, and walls will add to total enclosure width, based on design and materials used). Before Final occupancy, submit a completed Solid Waste Pollution Prevention Plan. Air. Neal Eugenio Page 4 of 7 August 21, 2019 Public Works — Development Services Division Ann Dower, (253)835-2732, :tnrl.cltinrr(it:sL •ufiecirr.tin_,t� vin The applicant is required to provide the nine -foot right-of-way dedication required for the previous project, #03-100187-00-CO, to build a 16,000 square foot addition to the church. This document was never recorded. A legal description and exhibit map meeting King County recording format requirements must be provided by the applicant. Staff -,vM prepare the deed. Please see the enclosed May 1, 2019, email correspondence with the Public Works Department. Plans Outstanding General Show all existing and proposed easements on the site plan. Show proposed drive aisle widths on the plans. Sheet C 400 Label the existing treatment swale. Provide dimensions verifying that the pond meets all setback, slope, and embankment requirements in the Kig Cauno .Su face Wlatar Derign Maneal (KCSWDK section 5.1.1. The pond/sand filter must be fenced per KCSWDM section 6.2.3. Technical Information Report The TIR does not appear to address requirements for flow control that extend to the portion of the site that was previously developed. Section 1.2.3 of the KCSVMM states that target surfaces for conservation flow control include existing impervious surface added since January 8, 2001, that is not fully dispersed and not yet mitigated with an approved flow control facility or BMP. Any such surface will require flow control and/or a flow control BMP. Similarly, the TIR does not appear to address requirements for water quality that extend to the portion of the site that was previously developed. As pointed out in the November 19, 2017, Preapplication Summary Letter, and stated in the preapplication meeting held October 19, 2017, for this project, FWRC 19.30.120 requires that water quality treatment meet current standards For the entire site. Conceptually, the proposed combined detention pond/large sand filter meets KCSWDM requirements for Enhanced Basic Water Quality and pretreatment (sections 6.1.2, 6.3.1). Section 1.2: The TIR must tabulate existing impervious surfaces, when they were developed, and how flow control was provided. Section 2.1: CR-9 (Best Management Practices) is missing from the report. Each BMP must be reviewed and discussed in the TUL ,Section 4.2.1: Describe which areas of the site and what types of surfaces arc being detained. Section 6.0: Fill in the blanks. Xtr_ '.deal Eugenia Page 5 of 7 August 21, 2019 Since underground injection control wells are a possibility, please outline dic permitting requirements And associated timelines. SEPA Checklist _A.10. List all approvals and permits required if Underground Injection Control wells are incorporated into the storm water design. B. 3.d Correct this statement to fit this proposaL Stormfilters are not proposed for this site and catch basins are not an BMP. Identify what a TM is. Public Works — Traffic Division Rick Perez, PE, (253) 835-2740, rir._k.p��rw�i[tt�Cfeticr.tlua}.cites Sarady Long, (253) 835-2743,::�t:�cl►'.11��tiI;Lt1�_i�ctil�[r3rt:il..:t► .cum Arlslirrru�al Traffic 11n'i�ir,n comments will be sent under a separate cover. Please contact reviewers for updates. Please depict the left -turn pocket (or section of the two-way left turn lane) on the civil plans as shown by the warrant included in the traffic analysis report. l'or further information on the current city sidewalk proicct or. SW Dash Point Road, please contact City Traffic Engineer Rick Perez. Lakehaven Water & Sewer District Brian Asbury, (253) 946-5407, basbury@lakehaven.org The applicant has cos npleted and submitted an application for Certificates of Avadabdity for water and sewer (issued November 9, 2018). However, the applicant has not submitted an application for either a Developer Pre -Design Meeting or Developer Extension Agreement for Lakehaven to start a formal water plan review. Lakehaven encourages owners, developers, and applicant to apply for Lakehaven applications separately to the utility district sufficiently early in the pre -design and planning phase in order to avoid delays in overall project development. South King Fire & Rescue Sean Nichols, (253) 946-2742, sean.nicholslrr•suiitl'il:iiigfirc.org Water Supply Fire F7lmv The required fire flow for this project is 1625 gallons per minute. This is based on 32,000 square feet of (assumed) type VIA construction. A Cerriflarre of W'reterAwilabdily including a 1}dm�rlic ��r jlory "rode! sltall be requested from the water district and provided at the tune of the building permit application. Fire f-JQe{rdnii Existing Fire hydrants are adequate for this project. I 1 l9tl I I.. Mr_ Neal Eugenio Page 6 of 7 August 21, 2019 1 t appears the existing hydrant on the south side of the proposed building will need to be relocated Hydrant spacing along access roads and location in relationship to buildings and sprinkler fDC shall be approved by the Fire Marshal's Office. Fire hydrants shall be in sctvice prior to and during the time of construction. Emergency Access Fire apparatus access roads shall comply with all regnimients of Fire Access Policy 10.006: fitip.:a:rftkis�:•iir�:"r;- l 3+�rts>>irrut cti�E�•r:: i 1 ;+ttr l u ► ti Designating and marking existing fire lanes may be required for emergency, access. Thiss may be done during the plans check or prior to the building final Requirements and marking options can be found in FWRC Title 8: hstl+:'i,►►►�►,:�,dr•trttielta�ti��tr�n�tjl\ t.'irs•�f�•r_.ts1C:i� ' Fire apparatus access roads shall be installed and made serviceable prior to and during the time of construction. Fire Department Lock Box `11ac existing Eire department lock box ► ill need to be updated to a rued fire department "Knox" brand key box and shall be installed on the building near the front entrance. Location will be approved by the plan reviewer or Deputy Fire Marshal onsite. A single box is adequate for the complex. Fire Sprinkler System An NR3A 13 fzre jprinkler system is nquired. An automatic Fire sprinkler system shall be installed in all occupancies where the total floor area included within the surrounding exterior walls on all floor levels, including basements, exceeds 5,000 square feet. Fire walls shall not be considered to separate a building to enable deletion of the required automatic fire -extinguishing s_ystetn. The system demand pressure (to die source) required in a hydraulically designed automatic fire sprinkler system shall be at least 10 percent less than the correlative water supply curve pressure. Fire Alarm Afire alarm system u mgfflmd City code requires an automatic tare detection system in all buildings ex.ceeding 3,0[}t] square feet gross floor area. The Ere alarm system is required to monitor the sprinkler system including water flow. Provide full notification as required by NFPA 72. Complete coverage smoke detection it not required for this pmjea. This fire detection system shall be monitored by an approved central and/or remote station. Fire Suppression System 1 n apprarxd lirr srrpprrssiwr rystem is regrrirrd for ull !jp, 1 Ai,chen hooA The L) pc of cooking appliances selected for the kitchen will determine the type of hood system and fire suppression system, if any. Generally, residential sized appliances installed for u�anving of food may be installed under type two hoods without a fire suppression system. Mr. Neal Eugenio Page 7 of 7 August 21, 2019 CLOSING Please be aware that this review does not preclude the city from requesting additional information related to any of the topics discussed above. Please submit revised application materials as appropriate, accompanied by the completed "Resubmittal Information Form" (enclosed). Pursuant to FVG'RC M15.050, if an applicant fails to provide additional information to the city within 180 days of being notified that such information is requested, the application shall be deemed null and void and the city shall have no duty to process, review, or issue any decisions with respect to such an application. 1 f `,ou Dave questions rc&rarding this letter. please contact Inc at 1 il:a-w h,t :P11111 k P.F�i4'.ilt�i ]I 1•{�f�Yls F^�lw::�.s � W1, or 253 835-2644. Sincc•rrrll-. Leila Willoughby -Oakes Associate Planner enc: Resubmittal Form FWRC 19.115.100 "Institutional Uses" ROW Dedication Correspondence to Applicafnt (May 2019) Solid W--:,,te Review Checkiisr Spill Prevention Plan Lakehaven Enclosure Ann Dower, Senior Engineering Plans Reviewer Rob Van Orsow, Solid Waste & Recycling Coordinator Sarady Long, Senior Transportation Planning Engineer Brian Asbury, l.a! -:1--. •o-r Watcr tti Scn:: District Scan Nichols, South King Fire & Rescue 'Todd Swain, AI-IBL,+�si+t!ka(ra !hlil-i<uia Mac i-loovcr, liusines. Adminimratof, Chrisr'x Church, 941 South L),,h larsint R(tid, Feduetl %Miy, WAt 98003, itm4 a,=r_. :: -d; CITY OF Federal Way Centered on Opportunity June 25, 2019 Mr. Neil Eugenio 307 "D" Street SE F ILE Auburn, WA 98002 neil.E comcast•net CITY HALL 33325 8th Avenue South Federal Way, WA 98003-6325 (253) 835-7000 www. cityofiederalway.. com Jim Ferrell, Mayor Re: File No's 19-101462-00-SE and 19-102839-00-UP; NOTICE OF COMPLETE APPLICATION Christ's Church Ministry Center, 941 Bash Point Road, Federal Way Dear Mr. Keimig: The Department of Community Development is in receipt of your Process IV application and SEPA checklist. You propose a new 32, 000-square foot ministry center at 941 South Dash Point Road. Pursuant to Federal Way Revised Code (FWRC) 19.15.045, within 28 days of receiving an Master Land Use Application, the city shall determine whether all information and documentation required for a complete application has been submitted. COMPLETE APPLICATION Please consider this letter a Notice of Complete Application. The Process rV application is deemed complete as of June 21, 2019. This determination of completeness is based on a review of your submittal relative to applicable requirements referenced within FWRC 19.15.040, "Development Application Submittal Requirements." Submittal requirements are not intended to determine if an application conforms to city codes, they are used only to determine if all required materials have been submitted. The Development Review Committee (DRC) staff is preparing initial technical review comments that will be forwarded to you in a separate correspondence. A 120-day time line for reviewing this environmental checklist and Process IV application has started as of this date. The city's development regulations allow the department 120 days from the date that an application is deemed complete to take action on the application. However, the 120-day time line will be stopped at any time the city requires corrections and/or additional information. You will be informed of the status of the 120-day time line when you are notified in writing that corrections and/or additional information are needed. PUBLIC NOTICE A Notice of Application (NOA)will be distributed on June 28, 2019, as follows: 1) a notice will be posted A the subject property (the applicant will be responsible for installation of this large,notice sign); 2) city staff will post two small notice boards at the site; 3) one copy will be posted at the city' s notification boards; 4) one copy will be published in the Federal Way Mirror, and 4) a copy will be mailed to property owners within 300 feet of the proposal. TAr. Neil Eugenio Page 2 of 2 June 25, 2019 CLOSING If you have any questions regarding this letter please contact me at 253-835-2644, or leila.%villoup,,hby- oak-es@ciryoffederalway.com. r•, Sincerely, Leila Willoughby -Oakes Associate Planner enc: Optional NOA / DNS Ann Dower, Senior Engineering Plans Reviewer Neil Eugenio, Keimig Architects, neil.e @coaicast.nct Mac Hoover, Business Administrator, Christ's Church, mach a ccfw.org 19-103828-SE Doc. ID. 79044 N CITY Of Federal Way NOTICE OF MASTER LAND USE APPLICATION AND OPTIONAL DETERMINATION OF NONSIGNIFICANCE (DNS) Project Name: Christ's Church — Ministry Center Expansion Project Description: A proposal to construct a two-story, 32,000 square foot multi -purpose building, associated site improvements and off -site parking at Sacajawea School. The 3.68-acre site is zoned RS 9.6, single family residential zoning district. The application also includes a request to adopt a revised Master Plan. Applicant: Neil Eugenio, Keimig Associates Architects/Planners, neil.e(CDcomcast.net Project Location: 941 South Dash Point Road, Federal Way, WA Date Application Received: June 20, 2019 Date Determined Complete: June 21, 2019 Date of Notice of Application: June 28, 2019 Comment Due Date: July 19, 2019 Requested Decision and Other Permits Included with this Application: Use Process IV (File 19-102839-UP); Environmental Determination (File 19-101462-SE); and Transportation Concurrency (File 19-101463-CN). The city will use Process IV "Hearing Examiner's Decision" to review and decide on the church expansion. Development Regulations Used for Project Mitigation: Federal Way Revised Code (FWRC) Title 14, "Environmental Policy," Title 16 "Surface Water Management," and Title 19 "Zoning and Development Code." Environmental Review: Based upon review of a completed environmental checklist and other information on file with the city, it is likely that the City of Federal Way will determine that the project will not have a probable significant adverse impact on the environment and expects to issue a Determination of Nonsignificance (DNS) for this project. The optional DNS process in WAC 197-11-355 is being used. This may be your only opportunity to comment on the environmental impacts of the proposed project. The proposal may include mitigation measures under applicable codes (conditions), and the review process may incorporate or require mitigation measures regardless of whether an environmental impact statement (EIS) is prepared. A copy of the subsequent threshold determination for the specific proposal may be obtained upon request. Environmental Documents: Environmental Checklist, Preliminary Stormwater Technical Information Report, Revised Master Plan Map, and Traffic Impact Analysis. Public Comments & Appeals: The initial public comment and notice period ends July 19, 2019. However, any person may submit written comments to the Hearing Examiner by delivering comments to the Department of Community Development prior to the public hearing date (which has yet to be determined) or by giving these directly to the Hearing Examiner at the public hearing. Only the applicant, persons who submit written or oral comments to the Hearing Examiner, or persons who specifically request a copy of the written decision may appeal the Hearing Examiner's decision. Details of appeal procedures for the requested land use decision will be included with the written decision. Availability of File: The official project file and environmental documents are available for public review during normal business hours at the Department of Community Development (33325 8th Avenue South, Federal Way, WA 98003). Staff Contact: Leila Willoughby -Oakes; IeiIa.willoughby-oakes(&citvoffederalway.com, or 253-835-2644. Published in the Federal Way Mirror June 28, 2019. 19-101462-SE Doc ID 79043 PROJECT VICINITY MAP ,4 / � 4I003 r ? 9 4A i r ' 82$ • _r29903, , r 4l �$ 31 *1101 • le r �f qt*. F'kl/ 011: . �)41.. iF O[111 �8Z0oGR 1006 1UO2 e 18� 30fl15 308 2 D4 1413 ��02+7 -!w efrrrra um a s a: r.m is nse� meae3 =aurr u.e,an ...ew d-- run !:=.q. we 1-�x!o"U Rare-m- Ue wvaft .4 .&VMii-d N a c a=uxr. �.c.r.in. sx.rrsr w.anumr a. ciaua,.arx �- =omtt nmt vaaws b sa.a[..ri �vucr Ks9 C� atlx kn kW„at Y-wx �q--r l P.-zur y }trglS qur.q{+ysf=. tri�•melaleCC la[m�mav'a pea Jtighr..tn usn anai� ] Ufa ,tfarr.E.e _-:r+ared m sb ma:. l - f sar :l tra mi ma�•n.5r ex ua si�a p 76feG .ep by (MAP NOT TO SCALE) 19-101462-SE Doc 1D 79043 MASTER LAND USE APPLICATION DEPARTMENT OF CommuNrrV DEVELOPMENT 33325 8 h Avenue South CITY OF - ' ° Federal Way, WA 98003-6325 Federal Way Cli'( OF �Eutw1.0 WA 253-835-2607; Fax 253-835-2609 www.cityoffederalway.com APPLICATION NO(s) /9 —` O� (17 y0 9 — Date �~ !q- iD (Qa-sE Project Name Christ's Church, Ministry Center Property Address/Location Parcel Number(s) 941 South Dash Point Road, Federal Way, 98003 052104-9092 Project Description Construct a two story (32,640 SF) Type VA, fully sprinkled structure. PLEASE PRINT Type of Permit Required Annexation Binding Site Plan Boundary Line Adjustment Comp Plan/Rezone _ Land Surface Modification Lot Line Elimination Preapplication Conference Process I (Director's Approval) Process II (Site Plan Review) Process III (Project Approval) X Process IV (Hearing Examiner's Decision) Process V (Quasi -Judicial Rezone) Process VI Development Agreement X SEPA w/Project SEPA Only Shoreline: Variance/Conditional Use Short Subdivision Subdivision Variance: Commercial./Residential Required Information RS9.6 Zoning Designation Single Family, High Density Comprehensive Plan Designation $705,000 Value of Existing Improvements Value of Proposed Improvements International Building Code (IBC): A-3 Occupancy Type V-A Construction Type Applicant Name: The Keimig Associates Address: 307 D Street SE City/State: Auburn, WA Zip: 98002 Phone: 253-939-3232 Fax: 253-735-1309 Email: ackeimig@insn,corn Signature: Agent (if different than Applicant) Name: Address: City/State: Zip: Phone: Fax: Email: Signature: Owner Name: Christ's Church at Federal Way Address: 941 South Dash Point Road City/State: Federal Way, WA Zip: 98003 Phone: Fax: Email: Signature:' �r✓� /� r� Bulletin #003 — February 14, 2019 Page 1 of 1 k:\Handouts\Master Land Use Application 1�k CITY OF Federal Way Addendum to Determination of Nonsignificance (DNS) Name of Proposal: Christ's Church Ministry Center Addendum City File: 19-101462-SE (DNS) 20-101893-SE (Addendum) DNS Issued: May 27, 2020 Description of Proposal: Amendment to the above -referenced DNS due to modification to the proposed stormwater management. The original proposal was to construct an underground stormwater detention vault. The proposal has been revised and proposes using stonmwater injection wells in accord with the 2016 King County Surface Water Design Manual as adopted and amended by the City of Federal Way. Applicant: The Keimig Associates on behalf of Christ's Church Location: 941 South Dash Point Road, Federal Way, WA; King County Parcel #052104-9092 Lead Agency: City of Federal Way Staff Contact: Senior Planner Jim Harris, iim.harris citvoffederaiway.com 253-835-2652 Description of Addendum This addendum issued per WAC 197-11-625 involves modifications to the Christ's Church Ministry Center building proposal, which is undergoing Process 1V land use review. An Optional DNS was issued on June 25, 2019, and the final DNS was issued on September 13, 2019, for the project and no SEPA mitigation was required. No comments or appeals were submitted to the City on the DNS. A SEPA Addendum is necessary for the revised proposal due to the change in the type of stormwater runoff control proposed for the project. No new or substantially different environmental impacts are anticipated. NOTE There is no comment period for this addendum per WAC 197-11-625. Responsible Official: Brian Davis, Community Development Director 33325 81' Avenue South, Federal Way, WA 98003-6325 253-835-2612 Signature: for Brian Davis Date Issued: Mqy 27, 2020 CITY OF Federal Way ENVIRONMENTAL DETERMINATION OF NONSIGNIFICANCE (DNS) Christ's Church Ministry Expansion File: 19-101462-00-SE Proposed Action: To construct a 33,000 sq. ft. multi -purpose building and amend the church master plan. Proponent: Neil Eugenio, Keimig Associates , Location: 941 S Dash Point Road Lead Agency: Community Development Department, City of Federal Way Staff Contact: Leila Willoughby -Oakes, 253-835-2644 The lead agency has determined the proposal does not have a probable significant adverse impact on the environment, and an Environmental Impact Statement (EIS) is not required under RCW 43.21C.030(2)(c). This decision was made after review of a completed environmental checklist, the Federal Way Comprehensive Plan, other municipal policies, plans, rules and regulations designated as a basis for exercise of substantive authority under the State Environmental Policy Act pursuant to RCW 43.31 C.110. This information is available to the public on request. This DNS is issued after using the optional DNS process in WAC 197-11-355. No written comments were received in response to the combined Notice of Application and Optional DNS 14-day comment period ending on July 19, 2019. There is no further comment period on the DNS Unless modified by the city, this determination will become final following the comment deadline. Any person aggrieved by the city's determination may file an appeal with the city within 21 days (October 4, 2019) of the above comment deadline. The appeal letter should identify specific factual objections. Responsible Official: Brian Davis, Community Development Director Address: 33325 8`h Ave. S., Federal Way, WA 98003 Phone: 253-835-2652 Date Issued: September 13, 2019 Signature: Published in the Federal Way Mirror on September 13, 2019 CHRIST'S CHURCH FEDERAL WAY 941 S. DASH POINT ROAD FEDERAL WAY, WA 98003 P: 253.941.2711 W: CCFW.ORG E: OFFICE@CCFW.ORG March 28, 2019 To the Community Development Team, Christ's Church has been part of the Federal Way community since 1972. Over the past four plus decades, we've had the privilege of loving and serving people of all ages, backgrounds, ethnicities and socio-economic status. Our ongoing commitment has been to bring a message of hope to all and offer help to those in need. Serving Others is a big deal around here. It is one of our core values. We are always looking for ways to encourage people, show hospitality and, when possible, provide resources they may not have access to elsewhere. In addition to our regular church services, here is a snapshot of some of the ways our campus has been used for the benefit of the people in our community. • "Back to School Bash" and weekly after -school programs for Sacajawea Middle School students. ■ Lunch & Serve events in recognition and support of local organizations, educators, law enforcement, veterans and other and public servants. • Special events welcoming veterans from the new Veterans Housing on Pacific Hwy. • Senior adult luncheons with invitations to assisted care patients from local nursing homes. • Large community memorial services and funeral services for those without a home church. ■ Annual Halloween event — a safe alternative for kids and families. ■ Angel Tree dinner — a gift -giving program and event for children of incarcerated parents. ■ Marriage & Family Conferences. • M.O.P.s (Mothers of Preschoolers) and MomLife programs to encourage and educate young mothers. • Crisis pregnancy dinners and training events. ■ Health Fairs open to the community. ■ Annual Couples' Night Out event. • Sunday services for Spanish and Korean -speaking groups. • A Russian congregation and a homeschool group use our facility for their children's programs. We want to continue these programs with greater excellence and a greater capacity to serve people. But with our current facility, we are significantly limited. We would also like to expand our ability to be a valuable resource in the following ways: • Provide an earthquake -proof multi -purpose facility for use as a community emergency site. • Qualify for state -certified Daycare consideration. • Build a gymnasium worthy of community activities and sporting events. • Host additional events in partnership with our neighbor, Sacajawea Middle School, and other local schools. • Host a "Young Lives" teen moms program. • Offer a "Refuge" ministry to help the hurting, homeless and addicted. We believe this expansion of our facilities will help us to do more and do it better. On behalf of the Christ's Church ministry team, thank you for giving thoughtful consideration to our master plan proposal. We love this community and we will continue to offer help and lasting hope in these challenging times. RECEIVED Sincerely, t'k y-A- Je Moorehead Lead Pastor Mac Hoover Elder Chairman MAR 2 8 2019 CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT F I V E D THE EOEIII( ASSOCIA1 E ARCH iTECTS-PLANNERS -�U'� '�9 307 D STREET SE, AUBURN, WA 98002 CITYC, , ,1 (253) 939-3232, FAX (253) 735-1309 June 3, 2019 City of Federal Way 33325 81h Avenue South Federal Way, WA 98003 RE: Master Phasing Plan The following Master Plan is outlined for Christ's Church of Federal Way located at the property address of 941 South Dash Point Road, Federal Way. This phasing plan supersedes previously submitted Master Plans prior to the date on this letter. This Master Plan will describe the three phases for property improvement accompanied by a drawing which illustrates the completed and future phases. Phase I - completed in 2004 Construction of the main assembly auditorium, a VA fully sprinkled 16,222 SF building. Required improvements with the main auditorium included right of way improvements, partial site improvements, and the construction of a shared parking lot on the adjacent Sacajawea Middle School property. Two structures were existing on the property prior to the beginning of Phase I. The existing older building was completed in 1961, a two-story 7,806 SF type VA un-sprinkled building will remain occupied until the beginning of Phase III. The other existing building was completed in 1980, a single story 9,670 SF type VA un-sprinkled building which will remain as part of the completed Master Plan. Phase II - (date or year) Installation of two modular buildings and a gravel parking lot on the southern portion of the property. The modular buildings are 1,084 SF and 1,792 SF, however all of Phase II will be removed as part of the construction of Phase III. Phase III to begin late 2019 Remove the two modular buildings, the older 1961 two-story building and gravel parking lot. Construct property and site infrastructure, parking lot and landscaping, and a two-story 32,640 SF Type VA fully sprinkled Ministry Center. The Congregation's main seating area in the auditorium will not be increased. The purpose of the Ministry Center is to act as support spaces and facilities to the existing Church. The adjacent parking lot at Sacajawea MS will remain as shared off-street surface parking. No further buildings, expansion or site development is anticipated after Phase III. Phase IV — date unknown Fully sprinkle the 9,670 SF building with some interior space reconfiguration. 4ik CITY OF Federal Way DATE: 3/4/3030 TO: Jim Harris FROM: Ann Dower MEMORANDUM Public Works Department SURIECT: CHRISTS CHURCH MINISTRY CENTER - (19-102839-00-UP) 941 S DASH POINT RD The plans and documents provided on February 19, 2020 are sufficient for Development Services land use approval. Condition for Land Use Approval is as follows: The proposal is required to meet all requirements of the 2016 King County Surface Water Design Manua/ (KCSWDM) and the City of Federal Way Addendum to that manual. To meet flow control requirements, the applicant has proposed injection wells that will infiltrate water from the entire site. Due to design requirements for injection wells that go beyond the scope of the KCSWDM, the applicant shall obtain Department of Ecology (DOE) review and approval prior to City approval of the engineering plans. The proposed alternative is a storm water detention vault, which shall meet all requirements of the KCSWDM. Proposed water quality treatment methods include a sand filter vault and a treatment train consisting of a bioswale and a DOE -approved proprietary device. Water quality treatment will be provided for the entire site. ''kCITY OF Federal_ Way Centered on Opportunity DATE: 1/29/2020 TO: Jim Harris FROM: Sarady Long ` MEMORANDUM Public Works Department SUBJECT: CHRIST'S CHURCH MINISTRY CENTER - (19-102839-00-UP) 941 S Dash Point Rd The Public Works Traffic Division has completed the review of the October 23, 2019 submittal and provides the following technical comments: 1. The submitted plan depicted a westbound left turn lane at the west driveway, which is currently restricted to right -in and right -out only. Per the TIA, a left -turn lane is warranted at the mid entrance to the site on SR 509 and not at the west driveway. As such, a left -turn lane with appropriate taper should be installed at the warranted mid entrance driveway. If there are geometric constraints, the engineer should explore alternative options such as modifying the west entrance to permit left -in movement. A memo from the traffic engineer supporting relocating the left turn lane must be provided. The left turn lane shall be designed and constructed to meet all applicable standards and shall be approved by the City and WSDOT. Channelization and street improvement plans shall be prepared by a professional engineer registered in the State of Washington and submitted to the City of Federal Way and WSDOT for review and approval. 2. The City has a project to improve the south side of SR 509 (S Dash Point Rd) from 9th PI S to 111h PI S. This project is anticipated to be completed in late September 2020. As such, the base year/existing condition should include this improvement. SEPA Checklist - Transportation 1. Transportation 14(h) — Revise this section to including the following measures to reduce transportation impacts: - Install left turn lane on SR 509 as identified in the TIA - Traffic impact fee payment consistent with City code DEPARTMENT OF COMMUNITY DEVELOPMENT 33325 8,h Avenue South Federal Way WA 98003 CITY OF 253-835-7000; Fax 253-835-2609 Federal Way www.cityoffederalway.com DECLARATION OF DISTRIBUTION I, - hereby declare, under penalty of perjury of the laws of the State of Washington, that a: ❑ Notice of Land Use Application/Action ❑ Notice of Determination of Significance (DS) and Scoping Notice ❑ Notice of Environmental Determination of Nonsignificance (SEPA, DNS) ❑ Mitigated Environmental Determination - of Nonsignificance (SEPA, MDNS) El Notice of Land Use Application & Optional DNS/MDNS ❑ FWRC Interpretation ❑ Other ❑ Land Use Decision Letter ❑ Notice of Public Hearing before the Hearing Examiner ❑ Notice of Planning Commission Public Hearing ❑ Notice of LUTC/CC Public Hearing ❑ Notice of Application for Shoreline Management Permit ❑ Shoreline Management Permit ❑ Adoption of Existing Environmental Document Was 0 emailed ❑ mailed ❑ faxed and/or ❑ posted to or at each of the attached addresses on June 28, 2019. Project Name Christ's Church - Ministry Center Expansion File Number(s) 19-102839-UP & 19-1028Bft SE Signature r.' _ Date June 28, 2019 c� CITY OF Federal ►►IVay NOTICE OF MASTER LAND USE APPLICATION AND OPTIONAL DETERMINATION OF NONSIGNIFICANCE (DNS) Project Name: Christ's Church — Ministry Center Expansion Project Description: A proposal to construct a two-story, 32,000 square foot multi -purpose building, associated site improvements and off -site parking at Sacajawea School. The 3.68-acre site is zoned RS 9.6, single family residential zoning district. The application also includes a request to adopt a revised Master Plan. Applicant: Neil Eugenio, Keimig Associates Architects/Planners, neil.eacomcastnet Project Location: 941 South Dash Point Road, Federal Way, WA Date Application Received: June 20, 2019 Date Determined Complete: June 21, 2019 Date of Notice of Application: June 28, 2019 Comment Due Date: July 19, 2019 Requested Decision and Other Permits Included with this Application: Use Process IV (File 19-102839-UP); Environmental Determination (File 19-101462-SE); and Transportation Concurrency (File 19-101463-CN). The city will use Process IV "Hearing Examiner's Decision" to review and decide on the church expansion. Development Regulations Used for Project Mitigation: Federal Way Revised Code (FWRC) Title 14, "Environmental Policy," Title 16 "Surface Water Management," and Title 19 "Zoning and Development Code." Environmental Review: Based upon review of a completed environmental checklist and other infonnation on file with the city, it is likely that the City of Federal Way will determine that the project will not have a probable significant adverse impact on the environment and expects to issue a Determination of Nonsignificance (DNS) for this project. The optional DNS process in WAC 197-11-355 is being used. This may be your only opportunity to comment on the environmental impacts of the proposed project. The proposal may include mitigation measures under applicable codes (conditions), and the review process may incorporate or require mitigation measures regardless of whether an environmental impact statement (EIS) is prepared. A copy of the subsequent threshold determination for the specific proposal may be obtained upon request. Environmental Documents: Environmental Checklist, Preliminary Stormwater Technical Information Report, Revised Master Plan Map, and Traffic Impact Analysis. Public Comments & Appeals: The initial public comment and notice period ends July 19, 2019. However, any person may submit written comments to the Hearing Examiner by delivering comments to the Department of Community Development prior to the public hearing date (which has yet to be determined) or by giving these directly to the Hearing Examiner at the public hearing. Only the applicant, persons who submit written or oral comments to the Hearing Examiner, or persons who specifically request a copy of the written decision may appeal the Hearing Examiner's decision. Details of appeal procedures for the requested land use decision will be included with the written decision. Availability of File: The official project file and environmental documents are available for public review during normal business hours at the Department of Community Development (33325 8'h Avenue South, Federal Way, WA 99003). Staff Contact: Leila Willoughby -Oakes; leiia.willoughby-oakes cityoffederalway.com, or 253-835-2644. Published in the Federal Way Mirror June 28, 2019. 19-101462-SE Doc ID 79043 PROJECT VICINITY MAP -ffr `,I 9vj.611 (MAP NOT TO SCALE) 19-101462-SE Doc ID 79043 SUBJECT: CHRIST'S CHURCH MINISTRY CENTER/EXPANSION - (19-101462-00-SE) 941 S DASH POINT RD Optional DNS Routing (Agencies) JOHN GREENE KING COUNTY TRANSIT DIV ENV PLANNING MS KSC-TR-0431 201 S JACKSON ST SEATTLE WA 98104-3856 ig reeneft k ingco�. gov DEPT OF ECOLOGY SEPA UNIT PO BOX 47703 OLYMPIA WA 98504-7703 separeq ister@ecy. wa _gav KING CO ROADS DIVISION COUNTY ROADS ENGINEER 155 MONROE AVE NE RENTON WA 98056 ma int. roads(b7ki ngco u nt��ov PIERCE COUNTY HEALTH DEPT ENVIRONMENTAL HEALTH DIV 3629 S "D" ST TACOMA WA 98408 info0,tpchd oTg LEAGUE OF WOMEN VOTERS OF SOUTH KING COUNTY PO BOX 66037 BURIEN WA 98166 i nfoO-seattl elwv. o rg REVIEW TEAM WA DEPT OF COMMERCE GROWTH MGT SERVICES PO BOX 42525 OLYMPIA WA 98504-2525 reviewteam commerce.wa. ov RAMIN PAZOOKI / RANDY FRANTZ PORT OF TACOMA WSDOT SOUTH KING COUNTY ENVIRONMENTAL DEPT PO BOX 330310 PO BOX 1837 SEATTLE WA 98133-9710 TACOMA WA 98401-1837 pazookr@wsdot.wa.gov 'jordanaportottacoma.com f ra n tz r@w s d ot. wa . aov DEPT OF ARCHAEOLOGY & HISTORIC PRESERVATION PO BOX 48343 OLYMPIA WA 98504-8343 sepa(p),dahp.wa,gov BRIAN ASBURY LAKEHAVEN UTILITY DIST PO BOX 4249 FEDERAL WAY WA 98063 basbu lakehaven.or WASH ENVIRON COUNCIL 1402 3RD AVE STE 1400 SEATTLE WA 98101-2179 wec wec rotects.or DAVID KORTHALS METRO TRANSIT 201 S JACKSON ST KSC-TR-0413 SEATTLE WA 98104-3856 david. kortha Is(c7a.ki nocou ntv. aov plan sreview(a).kingcou nty. g ov MUCKLESHOOT INDIAN TRIBE FISHERIES DIVISION ENVIRONMENTAL REVIEWER 39015 172ND AVE SE AUBURN WA 98092 karen.walter .muckleshoot.nsn.us SOUTH KING COUNTY REGIONAL WATER ASSOCIATION 27224 144T" AVE SE KENT WA 98042 customerserviceCED-Wd 111. com ECON DEV COUNCIL OF SEATTLE & KING COUNTY 1301 5T" AVE STE 1500 SEATTLE WA 98101 info(d]edc-seaking org KELLY COOPER DEPT OF HEALTH ENVIRON HEALTH DIV PO BOX 47820 OLYMPIA WA 98504-7820 kelly.cooper _doh.wa.gov FW CHAMBER OF COMMERCE PO BOX 3440 FEDERAL WAY WA 98063 rrnartin@federalwaychamber.com LAURA MURPHY TRIBAL ARCHAEOLOGIST MUCKLESHOOT INDIAN TRIBE 39015 172ND AVE SE AUBURN WA 98092 Iaura.murPhv@muqkIeshoot.nsn.us TINA VASLET PIERCE TRANSIT PO BOX 99070 LAKEWOOD WA 98496-0070 tvasleta.pie rcetransit. org DEPT OF SOCIAL & HEALTH SVC LANDS AND BUILDING DIVISION PO BOX 45848 OLYMPIA, WA 98504 hubenbi@dshs.wa.4oy KING CO TRANSPORTATION 201 S JACKSON ST KSC-TR-081 SEATTLE WA 98104 harold.tani uchi kin count . ov WA NATURAL HERITAGE DNR PO BOX 47014 OLYMPIA WA 98504-7014 se pacente r(cd nr.wa. g ov WASH STATE PARKS AND REC PO BOX 42668 OLYMPIA WA 98504-2668 randy.kline@parks.wa.gov parks.wa.aov PUGET SOUND PARTNERSHIP 210 11T" AVE SW STE 401 OLYMPIA WA 98504-0900 inf�Psp.wa.goy KC DEPT OF ASSESSMENTS 500 4T" AVE RM 700 #ADM-AS-0708 SEATTLE WA 98104 assessor. nfo[a7kingcounty.gav BRANDONREYNON PUYALLUP TRIBE OF INDIANS HISTORIC PRESERVATION DEP" 3009 E PORTLAND AVE TACOMA WA 98404 Brandon. revnonC7a.ouva II u otri be. can DENNIS LEWARCH THP OFFICE SUQUAMISH TRIBE 18490 SUQUAMISH WAY SUQUAMISH WA 98392 dlewarch(a)suguamish.nsn.us JENNIFER WOJCIECHOWSKI FWPS 33330 8T" AVE S FEDERAL WAY WA 98003 iwa� cl iec(cD A or RYAN FLYNN TACOMA WATER DIVISION PO BOX 11007 TACOMA WA 98411 rfl nn ci.facoma.wa.us TERRY LUKENS BELLEVUE COUNCIL OFFICE PO BOX 90012 BELLEVUE WA 98009-9012 council@bellevuewa.gov KATY GIBBS [USTs] DEPT OF ECOLOGY / HAZARDOUS WASTE & TOXICS REDUCTION 3190 160" AVE SE BELLEVUE WA 98008-5452 kat . ibbs ec .wa. ov STACY CLARY MASTER BUILDERS ASSOC 335 116T" AVE SE BELLEVUE WA 98004-6407 scla mbks.corn A CITY OF Federal Way NOTICE OF MASTER LAND USE APPLICATION AND OPTIONAL DETERMINATION OF NONSIGNIFICANCE (DNS) Project Name: Christ's Church — Ministry Center Expansion Project Description: A proposal to construct a two-story, 32,000 square foot multi -purpose building, associated site improvements and off -site parking at Sacajawea School. The 3.68-acre site is zoned RS 9.6, single family residential zoning district. The application also includes a request to adopt a revised Master Plan. Applicant: Neil Eugenio, Keimig Associates Architects/Planners, tic il.CO;Coincast.net Project Location: 941 South Dash Point Road, Federal Way, WA Date Application Received: June 20, 2019 Date Determined Complete: June 21, 2019 Date of Notice of Application: June 28, 2019 Comment Due Date: July 19, 2019 Requested Decision and Other Permits Included with this Application: Use Process IV (File 19-102839-UP); Environmental Determination (File 19-101462-SE); and Transportation Concurrency (File 19-101463-CN). The city will use Process IV "Hearing Examiner's Decision" to review and decide on the church expansion. Development Regulations Used for Project Mitigation: Federal Way Revised Code (FWRC) Title 14, "Environmental Policy," Title 16 "Surface Water Management," and Title 19 "Zoning and Development Code." Environmental Review: Based upon review of a completed environmental checklist and other information on file with the city, it is likely that the City of Federal Way will determine that the project will not have a probable significant adverse impact on the environment and expects to issue a Determination of Nonsignificance (DNS) for this project. The optional DNS process in WAC 197-11-355 is being used. This may be your only opportunity to comment on the environmental impacts of the proposed project. The proposal may include mitigation measures under applicable codes (conditions), and the review process may incorporate or require mitigation measures regardless of whether an environmental impact statement (EIS) is prepared. A copy of the subsequent threshold determination for the specific proposal may be obtained upon request. Environmental Documents: Environmental Checklist, Preliminary Stormwater Technical Information Report, Revised Master Plan Map, and Traffic Impact Analysis. Public Comments & Appeals: The initial public comment and notice period ends July 19, 2019. However, any person may submit written comments to the Hearing Examiner by delivering comments to the Department of Community Development prior to the public hearing date (which has yet to be determined) or by giving these directly to the Hearing Examiner at the public hearing. Only the applicant, persons who submit written or oral comments to the Hearing Examiner, or persons who specifically request a copy of the written decision may appeal the Hearing Examiner's decision. Details of appeal procedures for the requested land use decision will be included with the written decision. Availability of File: The official project file and environmental documents are available for public review during normal business hours at the Department of Community Development (33325 8`h Avenue South, Federal Way, WA 98003). Staff Contact: Leila Willoughby -Oakes; !cihimiI lotieiib%,-op kes6txiivo11ederaIwa yxorn, or 253-835-2644. Published in the Federal Way Mirror June 28, 2019. 19-101462-SE Doc ID 79043 CITY OF CITY HALL 33325 8th Avenue South 4�. Federal Way (253) Federal Way, WA -6325 3) 835 835-7000 www. cityoffederalway.. com Jim Ferrell, Mayor Mr. Neil Eugenio January 6, 2020 The Keimig Associates"- " 307 SE "D" Street Auburn, WA 98002 FIL" neil.eagomcast.net Re: Files#19-102839-00-UP/19-101462-00-SE; 2nd TECHNICAL REVIEW Christ's Church Ministry Expansion & Master Plan, 941 Dash Point Road, Federal Way Dear Mr. Eugenio: City departments/divisions have the following comments in response to your Process IV and Environmental Checklist applications submitted June 20, 2019, and project revisions resubmitted October 22, 2019, for a 33,000 square foot ministry building to include a gymnasium, kitchen, laundry, office suite, and great hall. Christ's Church of Federal Way requests the approval of new church master plan. Comments in this letter shall be addressed prior to issuance of a State Environmental Policy Act (SEPA) threshold determination and final staff recommendation to the Hearing Examiner. Questions regarding technical review comments should be addressed to the referenced staff representative. Community Development — Planning Division Leila Willoughby -Oakes, (253) 835-2644, leila.willoug_liby-oakes[�Ja,�ityoffederal ma L.com 1. Provide one bike rack, unless one already exists (Federal lay Devised Code [FWRC] 19.115.050). 2. Planning shall confirm with Public Works Development Services that the statutory warranty deed is recorded for a right-of-way dedication along SW Dash Point Road. Please return a conformed copy to Senior Engineering Plans Reviewer Ann Dower in Public Works with the enclosed resubmittal form. 3. Confirm the height of the building facade landscaping (FWRC 19.115.060[21[b]) along the southern and eastern building faces. Add one additional method of articulation on the southern and eastern facades to articulate blank walls visible from abutting properties pursuant to FWRC 19.115.060(3)(b) (i.e. showcase, displays, recessed windows, vertical trellises, climbing vines or similar planting, set back walls with a raised planter bed in front of the wall, artwork or mosaics, murals, decorative masonry etc., and/or canopies/ awnings). The proposal includes some beveling and some window openings. Please ensure openings have visible trim material, or painted detailing that resembles trim to articulate the facade along the single-family zone on all floors. 4. Sheet C400 & C500: Provide a cross section of the retaining walls along the south and east property lines. Are these walls existing or proposed? City code retaining wall design requirements are outlined FWRC 19.120.120 as follows (i.e., no ecology block walls): • "(1)(b). [Walls to be composed of] brick, rockery, textured or patterned concrete, or other masonry product that complements the proposed building and site development. Other materials may be used with the approval of the community development services and public works directors." 19-102839-00-UP Doc. I.D. 79835 Mr. Neil Eugenio Page 2 of 3 January 6, 2020 0 "(7) Rockeries and retaining walls visible from a public right-of-way or adjacent property shall be composed of rock, brick, or other textured/patterned wall styles as approved by the planning and public works director." Public Works — Solid Waste & Recycling Division Rob Van Orsow, 253-835-2770, Rob VanOrsa ci offederalwa .corn 5. FWRC 19.125.150 requires solid waste storage areas to be easily accessible to users. Collection equipment/waste haulers must have an adequate turning radius to ensure access and ease of ingress and egress to the storage area. Please show there is adequate room with a turning diagram (no conflicts with parking stalls to the north (Sheet L-2). Public Works — Development Services Division Ann Dower, (253) 835-2732, annAgwer ci offederalwa .corn 6. Due to the extreme size difference between a standard retention/detention facility and the proposed injection well, the injection well will require DOE approval prior to land use approval. Alternatively, a different flow control method could be shown as a backup plan in case the injection well is not approved by DOE. 7. The entire site is required to meet current water quality standards. As stated in the TIR, the Enhanced Basic Water Quality Menu applies. Neither the existing treatment swale nor the proposed sand filter vault meets that standard, but may be included in a treatment train as outlined in the King County Surace Water De ign Manual, Table 6.1.2.A. In addition, proprietary devices may be used if they have received DOE GULD approval for enhance basic water quality treatment. If the injection well requirements for water quality treatment prior to discharge into the well are different or more stringent, the entire site must meet that standard in addition to the enhanced basic water quality requirements. 8. The landscape walls will require a separate building permit if they are greater than four feet tall; bottom of footing to top of wall. 9. The trash enclosure must either have a roof, or an oil/water separator must be provided for stormwater runoff from the enclosure. The Spill Prevention Plan indicates an oil water separator will be provided, but it is not shown on the plans. 10. In the Spill Prevention Plan site map, legibly label the enclosure, spill kit locations, and drains. 11. The applicant was to provide the nine -foot right-of-way dedication as required under commercial building permit #03-100187-00-CO (16,000 square foot addition to church master plan). Unfortunately, the approval condition was not satisfied and the document was never recorded. The statutory warranty deed sent October 17. 2019, to Mac Hoover must be signed, notarized, and recorded before the land use approval can be granted. 19-102839-00-UP Doc. I.D. 79835 Mr. Neil Eugenio Page 3 of 3 January 6, 2020 Public Works — Traffic Division Sarady Long, Sr. Transportation Planning Engineer (253) 835-2743, sarg-tdy.long@ciiyoffedetalway.com 12. Due to permit volumes, transportation related comments will be sent to you under a separate cover. For additional information, please contact the assigned reviewer listed. We apologize for this inconvenience. 13. Recording of the SW Dash Point Road right-of-way deed shall be required by the Traffic Division prior to technical reviewer sign -off. Lakehaven Water & Sewer District Brian Asbury, (253) 946-5407, basburylakehaven.org 14. The applicant applied for Certificates of Availability for water and sewer (issued November 9, 2018). The applicant has not applied for either a Developer Pre -Design Meeting or Developer Extension Agreement for Lakehaven to start a formal water plan review. Lakehaven encourages owners, developers, and applicants to apply for Lakehaven applications separately to the utility district sufficiently early in the pre - design and planning phase in order to avoid delays in overall project development. CLOSING Please submit three copies of revised application materials/sheets as appropriate, accompanied by the completed "Resubmittal Information Form" (enclosed). Pursuant to FWRC 19.15.050, if an applicant fails to provide additional information to the city within 180 days of being notified that such information is requested, the application shall be deemed null and void and the city shall have no duty to process, review, or issue any decisions with respect to such an application. Should you have questions about this letter, please contact me at 253-835-2644. or Leila-%villoughby-- oakes e cityoffederalway_com, prior to January 10, 2020. After this date, contact Planning Manager Doc Hansen at 253-835-2643, or Robert.Hanserz cityoffederalway.com, regarding project reassignment. Sincerely, ice► �,Z r G' ..— Leila Willvughbp- akes Associate Planner enc: Resubmittal Form c: Jim Harris, Senior Planner Ann Dower, Senior Engineering Plans Reviewer Sarady Long, Senior Transportation Planning Engineer Brian Asbury, Lakehaven Water & Sewer District Adam Barnett, Project Engineer, AHBL,AB=ctt(&A1-MT..corn Mac Hoover, Business Administrator, Christ's Church, 941 South Dash Point Road, Federal Way, WA, 98003, mach@ccfw.org 19-102839-00-UP Doc. I.D. 79635 go CHRIST'S CHURCH FEDERAL WAY 1 941 S. DASH POINT ROAD FEDERAL WAY, WA 98003 P 253.941.2711 CCFW.O RG F: OFFICE@CCFW.ORG New Ministry Center The Purpose of the New Ministry Center is to replace existing outdated facilities (children/adult classrooms and offices) and to add additional needed facitities (gymnasium, commercial kitchen and commons area). It is our intent to build this facility to be able to be used as an emergency disaster shelter. Gymnasium with Stage 7,815 SF Kitchen, Laundry & Storage 1,268 SF Office Suite (Admin, Pastors, 3,107 SF Counseling & Waiting area) The Great Hall (Commons) 3,061 SF Restrooms, Stairs & Circulation 1,255 SF 17,406 SF Children's Class Rms (8) & storage 7,036 SF Children's Meeting Room Office Suite, Resource Rm, Conference Rm & Staff Break Rm Adult Class Rms. — (2) Restrooms & Janitor Stairs, Circulation & Mech 2,899 SF 3,264 SF 1,050 SF 585 SF 1.142 SF 15,976 SF Comments New Gymnasium New Kitchen Replaces Admin and Pastor's offices Fellowship/Networking area Additional Restrooms Replaces 7,838 sq ft of Class & Meeting Rms. New & Replacement Replaces Adult Class Rms. (3) ➢ Modular 1— (1) 1,138 sq ft ➢ Modular 2 — (2) 1,792 sq ft Replaces existing RECEIVED MAR 2 8 2019 UTY OF FEDERAL WAy COMMUNITY DEVELOPMENT RECEIVED CITY OF Federal Way FEB 19 2020 Trash Enclosure Design & Spill Prevention B OF FEDERAL WAY COMMUNrry r)EV5LOPMF` Attachment B: Trash Enclosure: Required Spill Prevention Plan & BMPs In order to prevent waste and debris from contaminating surface water, Federal Way Revised Code 19.125.150(6)(d) requires a Spill Prevention Plan (SPP) to manage liquids that come from solid waste (trash) enclosures. All runoff must be treated prior to discharge to surface water. All wash water from trash enclosures must be disposed of via sanitary sewer. Trash enclosures with roofs must have a drain tied to sanitary sewer. Spill Prevention Plans should include the following information and Best Management Practices (BMP's). For sites with more than one trash enclosure, please number enclosures and summarize any differences in SPP information for each trash enclosure. 1. Location Information: Provide site address, business or occupant name(s), plus a basic site map showing the locations of trash enclosure(s), SPP-related features, and drain(s). Include all areas immediately surrounding the enclosure(s) and the pathway from enclosure(s) to building interior. Site Address: 941 South Dash Point Road, 98003 Business/Occupant Name: CITY USE ONLY: a Christ's Church at Federal Way SPP Approved — Applicant Notice Sent ; SPP Entered in SWM Inspection database. SPP Not approved — Correct as noted; Resubmittal required/Return to Applicant 2. Trash Enclosure Requirements: Please note the location and size of all trash enclosures on site. Please include a basic site map to show where enclosures, spill kits, and drains are located (see page 9). Enclosure 1: SW Enclosure 2: Enclosure 3: (Attach additional pages if necessary) Area/Size (square feet): Area/Size (square feet): Area/Size (square feet): 175 sf Based on floor area of each enclosure, indicate the options that make up your Spill Prevention Plan: Smaller Enclosures (175 square feet or less in size) All liquid run off from the trash enclosure area will: ❑ A. Flow through a dedicated oil water separator for this specific trash enclosure that will be maintained and regularly serviced and renewed according to manufacturers' specifications. Make and Model: Service Frequency: ❑ Attach Manufacturer's Maintenance Requirements K:\SWR\planning$regs\Code Update\Spill Prevention Plan 2019.docx Trash Enclosures: Spill Prevention Plan and BMPs—Attachment B Page 2 E B. Flow through an oil water separator designated for other/additional impervious area on site (for example to manage run-off coming from drive -through lanes or other paved areas on site), which will be regularly serviced and renewed according to manufacturers' specifications. Make and Model: Jensen - JP1000-EE-G Service Frequency: Twice per year ❑ Attach Manufacturer's Maintenance Requirements Additional measures: ❑ All wash water generated during pressure washing or general maintenance will be conveyed to sanitary sewer (for example by using a plastic catch basin insert and sump pump). ❑ List any additional procedures that apply to your specific SPP (also select BMP's below): Larger Enclosures (more than 175 square feet in size) Not applicable ❑ Floor drainage will be provided that ties to sanitary sewer (please attach Certificate of Availability obtained from sewer utility). Grate covering floor drain will have drain guard/mesh to prevent all solids Y4" or larger from entering the sewer system. ❑ Roof over enclosure will prevent rainwater from entering the enclosure and this rainwater will require no treatment prior to discharge to surface water. ❑ All wash water from the enclosure will be directed to the sanitary drain. ❑ Catch basin filter insert will be installed with the capability to remove small particles, oil, grease, fuel and PAHs (in case failure of primary containment causes waste water to flow into surface water catchment system). ❑ List any additional procedures that apply to your specific SPP (also select BMP's below): 3. Whv Identifv Spill Prevention Plan Elements? Most "spills" from trash enclosures resemble two basic scenarios: A. Leaking dumpster or trash compactor, and runoff from wash water or rainfall B. A spill coming from material (such as waste oil) stored in or near the trash enclosure The situations in scenario "A" (leaking containers and managing runoff) are the foundation of your Spill Prevention Plan, and will be managed by using best management practices selected from the checklists that follow. However, your SPP will also focus on scenario "B" spills which require spill containment. Being prepared to contain typical spills at a trash enclosure will also help you manage "worst case" situations (such as spills of hazardous materials). Similar spill containment procedures apply in these situations, so by following your SPP you'll have the plans and tools to handle most spill containment situations. Trash Enclosures: Spill Prevention Plan and BMPs—Attachment B Page 3 Scenario A. Spill Prevention Plan & Best Management Practices: Please select from the following general maintenance procedures and best management practices that will make up your Spill Prevention Plan: ® The enclosure area (interior and exterior walls, floor and gate surfaces) will be pressure - washed as part of site maintenance, approximately every 12 months. o All pressure -wash liquids will be diverted from surface water and instead discharged to sanitary sewer (describe how): ® Twice per year, maintenance staff will inspect all exterior trash receptacles and containers and note any leaks, holes or rust/potential leakage, then report any issues to the hauling service company to complete repairs. ® Logs of on -site inspections and maintenance will be maintained by Maintenance Committee (the party responsible for maintaining your SPP). Logs will be available for review during site inspections performed by the City. Examples of logs are in Forms I and II below. ® All solid waste (including trash, recyclable materials, compostable materials, moderate risk wastes, used cooking oil, etc.) littered or spilled within the enclosure area shall be promptly cleaned -up and disposed. This debris will not be conveyed to surface water structures (either by surface water run-off or by spraying wash water). R Changes and updates to relevant contact information regarding your SPP implementation will be provided to the City within 14 days. ® Twice per year, maintenance staff will inspect the trash enclosure and surrounding area periodically for cracked or damaged pavement or curbing that compromises the drainage containment design, allowing liquids from the enclosure to enter the surface water system. Necessary repairs will be completed as needed. ® Functional Spill Containment Kit will be maintained on site, along with periodic staff training for when and how to use this Kit. The Spill Kit should include absorbant pads, filter bags, filter socks, and plastic bags for disposal of soiled items. ❑ Briefly list any additional procedures that are part of your SPP: Fats, Oils and Grease Elements: Add options to your SPP from the following list if the enclosure will have grease or cooking oil collection containers (for example, at food service establishments) Trash Enclosure BMP's for FOG (Fats, Oils and Grease): ® Position oil/grease collection and storage containers away from storm drain catch basins, to allow more time to discover and clean up any leaks or spills before they can reach the surface water system Trash Enclosures: Spill Prevention Plan and BMPs—Attachment B Page 4 ® Close openings or cover the tops of outdoor grease and oil containers - do not allow rainwater into these containers to avoid potential for overflow ® Have grease and oil containers regularly emptied to avoid overflow conditions ® Use Secondary Containment (such as a Cooking Oil Filter Deck) ® In case of cooking oil or grease spills, use absorbant pads for clean-up and then dispose used pads in the trash ❑ List any additional procedures that apply to your specific SPP: Scenario B. Spill Containment and Reporting: The general spill response procedure at this facility is to stop the source of the spill, contain any spilled material and clean up the spill in a timely manner to prevent accidental injury or other damage. Small Spills: Small spills are generally able to be contained by using onsite spill kits and are less than 25 gallons. Small spills will be contained by site personnel if they are able to do so without risking injury. Spill kits are located at the location(s) shown on the attached site map. Large Spill: Large spills are generally larger than 25 gallons and may be immediately dangerous to human health and/or the environment. In the event of a large spill, properly trained employee(s) should: Assess the area for any immediate dangers to health or safety (i.e. a wrecked car on fire). If any dangers are present, move away from the area, and call 911 to request help. Notify the contacts listed below and then continue your spill response. m Retrieve the spill kit from the closest location. Assess the size of the leak and any immediate threat of the spill reaching the floor/storm drains or permeable surfaces in the area. If there is an immediate threat and there are no safety concerns, then attempt to block the spill from coming in contact with the floor/storm drain or permeable surface. If no drain covers are available, then use an absorbant (cat litter) and/or sock booms or rags to stop the spill from getting into the drains or to any permeable surfaces. ® If the spill can be contained with absorbant booms, deploy them around the spill. Use the booms to direct the spill away from any immediate hazards (i.e. a wrecked car). • If there is no immediate threat to the floor/storm drains or permeable surfaces, or after controlling the spill, try to plug or stop the leak, if possible. If applicable, put on protective gear (gloves, goggles, protective clothing, etc.) and plug the leak. Once the spill has been contained and any immediate threat to storm drains or permeable surfaces has been minimized, contact the spill cleanup contractor and dispatch them to clean up the spill or commence spill cleanup procedures. Trash Enclosures: Spill Prevention Plan and BMPs —Attachment B Page 5 If the above procedures are insufficient, cleanup for spills should be handled by a qualified Spill Cleanup Contractor of your choosing: Company Name: C .A ,' ClK 1 vv 24-hour Phone: 598- 9,4 7- Oo 79 Spill Reporting: Reporting is based on amount spilled and type of spill. Small Spills only need to be reported if they enter storm drains or surface waterways, such as a stream or roadside ditch. First, contain the spill, then promptly contact the City of Federal Way at (253) 835-2700. Please give the following information: spill address, specific location of onsite spill source, what was spilled (and how much), plus cleanup measures completed. Small spills that are fully contained on your site and completely cleaned -up do not need to be reported, but should be noted in your site log. For a Large Spill, or if any amount of oil or hazardous substance or waste (as defined in FWRC 11.15.010) is released to soil, surface water, or storm drains, please notify the following agencies •irnrnediateiy:. ,. National, Ree pons&Lenter , " . :. (800) 424-8,802 Washington Emergency Management Division ...: "(800) 645-791,1, Washington State Department of Ecology (425) 649-.7000- 4. Spill Prevention Plan Management The primary contact or designee shall administer this plan and will be responsible for updating and including any required documentation. Training: All personnel expected to respond to any spill must be trained on the contents and procedures in this plan. Only trained persons should respond to a spill. If you are not trained and witness a spill, call or notify the primary and secondary contacts listed in this plan. Spill Tracking: Records of all spills must be maintained. If a large catastrophic spill occurs, attach additional pages to describe the event. Include known or possible causes, areas affected, and effectiveness of the cleanup. Include a review of the cleanup contractor and their procedures. For small spills, it is sufficient to note on your Inspection Log, plus take measures to prevent a repeat occurrence and replenish spill kit supplies. Facility Inspections: Incidental routine daily inspections do not need to be logged unless a spill or leak is detected. Full site inspections will be conducted periodically by the primary contact or designee and, at a minimum, will focus on elements contained in Form I — Inspection Items. If the inspection finds any items unacceptable, these inspection results will be recorded and attached to this plan. If all items are deemed acceptable it is sufficient for the inspector to note only the inspection date and results on Form 11 — Inspection Log. Trash Enclosures: Spill Prevention Plan and BMPs — Attachment B Page 6 5. Site Contact information Include contact information for the person, or representative responsible for maintaining the spill prevention- plan. Any contact information bhahges shduld b6 provided td the Clty within 14 days at the address below. Please include site address information with your update. The signature below indicates authority to submit this Spill Prevention Plan to the City of Federal Way on behalf of the site, p9}ect, and bysiness entity listed above. Signature: Name (printed): c c L tom, Date: ! Title:��s 6 Le Address: , 6 �6 E Phone: q1 q Fax: Email: Additional/Seconds Contact: Name (printed): o0 Address: 14C917 S** j4L dam... s0/a - Ar Phone: .1 s3 - SO * -2 jB 8' Email: A' cif_ D Title: .r ` " it o' Fax: Please send Spill Prevention Plan (and future updates) to: City of Federal Way Public Works Attn: Water Quality Program Coordinator 33325 8t" Ave South Federal Way, WA 98003-6325 Fax: (253) 835-2709 O Questions or requests for clarification will be sent the contact person indicated on your draft SPP. Spill Prevention Plan and related logs shall be maintained on -site to allow reference by maintenance personnel and inspectors. QUESTIONS? Please Contact: City of Federal Way Public Works Water Quality Program Coordinator 33325 8th Ave South Federal Way, WA 98003-6325 Phone: (253) 835-2752 *Z Trash Enclosures: Spill Prevention Plan and BMPs—Attachment B Page 7 Form 1 - Inspection Items Date: Form Completed By: Acceptable Unacceptable O 0 Lids and Labels? Have all lids and caps been returned to their proper place? Do all the containers still have labels? 71 O Evidence of Spills? Is there any indication that a spill might have occurred? If so, was the spill properly cleaned up? Was there any spill kit materials used? Was the Spill Log filled out for that incident? Any housekeeping issues? O 0 Spill Kit Complete? Have any items been used from the spill kit? If items are missing, is there an associated entry in the Spill Log? Are there any items missing that are currently on order? Is the spill kit stored where it is supposed to be stored? Is there a sufficient supply of daily cleanup materials? O 0 Storm Drains? Is there a buildup of sediment in the drain traps? Is there any evidence of drain clogging? Are the drain filters still intact? Any need replacing? Have they been replaced? O 0 Items Fixed? Have all deficiencies previously noted been fixed or made acceptable? List any issues, deficiencies, and resulting completed correction(s): Trash Enclosures: Spill Prevention Plan and BMPs —Attachment B Page 8 Form II - Inspection Log A = Acceptable U = Unacceptable If any items are unacceptable, complete Form I and list details. Inspection Month Year Inspector Initials Evidence of Spills? Spill Kit Complete? Storm Drains? Items Fixed? January February March April May June July August September October November December January February March April May June July August September October November December Trash Enclosures: Spill Prevention Plan and BMPs—Attachment B Page 9 Site Map for Trash Enclosure(s) — Spill Prevention Plan Note location of trash enclosures, floor drains, storm drains, and spill kits. Wal mowied Sol Proven0on Rit DUnTslar Drakn — �` yid. ICEi.zli 111,11 1 50�► IW— WAM VAULT (�O Attachment C: Waste Collection Truck - Dimensions & Turning Radius Verify 50' long x 13'wide x24' high area is free of overhead obstructions, (electrical power lines, etc.) -------__--_-_------------------------------------------------- 0 1 y i a y r r r 1 t � 34'-10' 38'-10' --•—----____-------- / �I ILE c 40'- U" unobstructed approach CIO e. r S70 ^0 ^� % r ^ + r r r r s 1 a t � t 6 ° 180 degree turn radius NMI] COLLECTION VEHICLE APPROACH AND TURN RADIUS DIAGRAM 90 DEGREE TURN RADIUS - 38 FEET 180 DEGREE TURN RADIUS - 79 FEET containers 1 container encfosun \ concrete container \ G \ \ N n \ l ► �v y L ► E t E 1 € E 1 i y _I i 1 i t 4CITY OF �, Federal Way -1 �op Mr. Neil Eugenio The Keimig Associates 307 SE "D" Street Auburn, WA 98002 neiI.sAl3co► easunet CITY HALL 33325 8th Avenue South Federal Way, WA 98003-6325 (2 53) 835-7000 ww. w. cif yoffederalway. con) Jim Ferrell, Mayor January 6, 2020 Re: Files#19-102839-00-UP/19-101462-00-SE; 2°d TECHNICAL REVIEW Christ's Church Ministry Expansion & Master Plan, 941 Dash Point Road, Federal Way Dear Mr. Eugenio: City departments/divisions have the following comments in response to your Process IV and Environmental Checklist applications submitted June 20, 2019, and project revisions resubmitted October 22, 2019, for a 33,000 square foot ministry building to include a gymnasium, kitchen, laundry, office suite, and great hall. Christ's Church of Federal Way requests the approval of new church master plan. Comments in this letter shall be addressed prior to issuance of a State Environmental Policy Act (SEPA) threshold determination and final staff recommendation to the Hearing Examiner. Questions regarding technical review comments should be addressed to the referenced staff representative. Community Development — Planning Division Leila Willoughby- Oakes, (253) 835-2644, leil;t.��iilniahby-oaken ri cit�rr�lfecicrstilwa�.cnns 1. Provide one bike rack, unless one already exists (Federal Way Revie•ed Code [FWRC] 19.115.050). 2. Planning shall confirm with Public Works Development Services that the statutory warranty deed is recorded for a right-of-way dedication along SW Dash Point Road. Please return a conformed copy to Senior Engineering Plans Reviewer Ann Dower in Public Works with the enclosed resubmittal form. 3. Confirm the height of the building fagade landscaping (FWRC 19.115,060[2][b]) along the southern and eastern building faces. Add one additional method of articulation on the southern and eastern facades to articulate blank walls visible from abutting properties pursuant to FWRC 19,115.060(3)(b) (i.e. showcase, displays, recessed windows, vertical trellises, climbing vines or similar planting, set back walls with a raised planter bed in front of the wall, artwork or mosaics, murals, decorative masonry etc., and/or canopies/ awnings). The proposal includes some beveling and some window openings. Please ensure openings have visible trim material, or painted detailing that resembles trim to articulate the facade along the single-family zone on all floors. 4. Sheet C400 & C500: Provide across section of the retaining walls along the south and east property lines. Are these walls existing or proposed? City code retaining wall design requirements are outlined FWRC 19.120.120 as follows (i.e., no ecology block walls): ■ "(1)(b). [Walls to be composed of] brick, rockery, textared or patterned concrete, or other masonry product that complements the proposed building and site development, O ther materials may be used with the approval of the community development services and public works directors." 19-102839-00-UP Do I.D. 79835 Mr. Neil Eugenio Page 2of3 January 6, 2020 • "(7) Rockeries and retaining walls visible from a public right-of-way or adjacent property shall be composed of rock, brick, or other textured/patterned wall styles as approved by the planning and public works director." Public Works — Solid Waste & Recycling Division Rob Van Orsow, 253-835-2770, Ruh.Van0rso%vfr7ci-offccralwa. .coon 5. FWRC 19.125.150 requires solid waste storage areas to be easily accessible to users. Collection equipment/waste haulers must have an adequate turning radius to ensure access and ease of ingress and egress to the storage area. Please show there is adequate room with a turning diagram (no conflicts with parking stalls to the north (Sheet Lr2). Public Works — Development Services Division Ann Dower, (253) 835-2732, ann.dotivCcipffederaliva~_.corn 6. Due to the extreme size difference between a standard retention/detention facility and the proposed injection well, the injection well will require DOE approval prior to land use approval. Alternatively, a different flow control method could be shown as a backup plan in case the injection well is not approved by DOE. 7. The entire sitc is required to meet current water quality standards. As stated in the TIR, the Enhanced Basic Water Quality Menu applies. Neither the existing treatment swale nor the proposed sand filter vault meets that standard, but may be included in a treatment train as outlined in the lUpg County Surface Ivaler Deszgn Manual, Table 6.1.2.A. In addition, proprietary devices may be used if they have received DOE GULD approval for enhance basic water quality treatment. If the injection well requirements for water quality treatment prior to discharge into the well are different or more stringent, the entire site must meet that standard in addition to the enhanced basic water quality requirements. 8. The landscape walls will require a separate building permit if they are greater than four feet tall; bottom of footing to top of wall. 9. The trash enclosure must either have a roof, or an oil water separator must be provided for storm -water runoff from the enclosure. '11e Spill Prevention Plan indicates an oil water separator will be provided, but it is not shown on the plans. 10. In the Spill Prevention Plan site map, legibly label the enclosure, spill kit locations, and drains. 11. The applicant was to provide the rune -foot right-of-way dedication as required under commercial building permit #03-100187-00-CO (16,000 square foot addition to church master plan). Unfortunately, the approval condition was not satisfied and the document was never recorded. The statutory warranty deed sent October 17. 2019, to Mac Hoover must be signed, notarized, and recorded before the land use approval can be granted. Doc. I.D. 79935 Mr. Neil Eugenio Page 3 of 3 January 6, 2020 Public Works — Traffic Division Sarady Long, Sr. Transportation Planning Engineer (253) 835-2743, s ra g.[an •�rr)ciiva[�dcralway.cotn 12. Due to permit volumes, transportation related comments will be sent to you under a separate cover. For additional information, please contact the assigned reviewer listed. We apologize for this inconvenience. 13. Recording of the SW Dash Point Road right-of-way deed shall be required by the Traffic Division prior to technical reviewer sign -off. Lakehaven Water & Sewer District Brian Asbury, (253) 946-5407, bashury a)lakgh•iven.ar 14. The applicant applied for Certificates of Availability for water and sewer (issued November 9, 2018). The applicant has not applied for either a Developer Pre -Design Meeting or Developer Extension Agreement for Lakehaven to start a formal water plan review. Lakehaven encourages owners, developers, and applicants to apply for Lakehaven applications separately to the utility district sufficiently early in the pre - design and planning phase in order to avoid delays in overall project development. CLOSING Please submit three copies of revised application materials/sheets as appropriate, accompanied by the completed "Resubmittal Information Dorm" (enclosed). Pursuant to FWRC 19.15,050, if an applicant fails to provide additional information to the city within 180 days of being notified that such information is requested, the application shall be deemed null and void and the city shall have no duty to process, review, or issue any decisions with respect to such an application. Should you have questions about this letter, please contact me at 253-835-2644. or 101a.willou gI 2 - o,tk0.,;@ciyr).&.dera1wqy,cpt , prior to january 10, 2020. After this date, contact Planning Manager Doc Hansen at 253:835-2643, or Robert.[ regarding project reassigtrnxent. Sincerely, ' 744 r Leila Willoughby6RICUS Associate Planner enc: Resubmittal Form c, Jim Harris, Senior Planner Ann Dower, Senior Engineering Plans Reviewer Sarady Long, Senior Transportation Planning Engineer Brian Asbury, Ukehaven Water & Sewer District Adam Bar=4 Prnjcct Engineer, AHBL, AUaruuvfi 11 III) a +n1 Mac Hoover, Business Administrator, Christ's Church, 941 South Dash Point Road, Federal Way, WA, 98003, jMigJ ? 19-102039.00-UP Dec. UX 79835 MEMORANDUM CITY OF Federal Way DATE: 11/08/19 TO: Leila Willoughby -Oakes FROM: Ann Dower Public Works Department SUBJECT: CHRISTS CHURCH MINISTRY CENTER - (19-102839-00-UP) 941 S DASH POINT RD The following are comments on the submittal dated October 22, 2019: Due to the extreme size difference between a standard retention/detention facility and the proposed injection well, the injection well will require DOE approval prior to land use approval. Alternatively, a different flow control method could be shown as a backup plan in case the injection well is not approved by DOE. 2. The entire site is required to meet current water quality standards. As stated in the TIR, the Enhanced Basic Water Quality Menu applies. Neither the existing treatment swale nor the proposed sand filter vault meets that standard , but may be included in a treatment train as outlined in the King County Surface Water Design Manual, table 6.1.2.A. In addition, proprietary devices may be used if they have received DOE GULD approval for Enhance Basic water quality treatment. If the injection well requirements for water quality treatment prior to discharge into the well are different or more stringent, the entire site must meet that standard in addition to the Enhanced Basic Water Quality requirements. 3. The landscape walls will require a separate building permit if they are greater than 4'tall, bottom of footing to top of wall. 4. The trash enclosure must either have a roof or an oil/water separator must be provided for storm water runoff from the enclosure. The Spill Prevention Plan indicates an oil water separator will be provided, but it is not shown on the plans. 5. In the Spill Prevention Plan sit map, legibly label the enclosure, spill kit locations, and drains. 6. The statutory warranty deed, sent October 17. 2019 to Mac Hoover, must be signed, notarized, and recorded before the land use approval can be granted. CITY OF Federal Way NOTICE OF PUBLIC HEARING CANCELLATION Christ's Church Ministry Expansion File No.19-102839-UP / 19-101462-SE Notice is hereby given that a public hearing scheduled for Thursday, October 10, 2019, at 10:00 a.m. in the Federal Way City Hall Council Chambers for a Process IV - Hearing Examiner decision to construct a 33,000 square foot ministry building is cancelled and shall be rescheduled. The proposal is located at 941 S. Dash Point Way, Federal Way WA. For more information email 121anning@ciiyoffederalway.com or call Leila Willoughby -Oakes at 253-835- 2644. Published in the Federal Way Mirror on October 4, 2019 STATE OF WASHINGTON, COUNTY OF KING } AFFIDAVIT OF PUBLICATION PUBLIC NOTICE Polly A. Shepherd, being first duly sworn on oath that she is the Publisher of the Federal Way Mirror a weekly newspaper, which newspaper is a legal newspaper of general circulation and is now and has been for more than six months prior to the date of publication hereinafter referred to, published in the English language continuously as a weekly newspaper in King County, Washington. The Federal Way Mirror has been approved as a Legal Newspaper by order of the Superior Court of the State of Washington for King County. The notice in the exact form annexed was published in regular issues of the Federal Way Mirror (and not in supplement form) which was regularly distributed to its subscribers during the below stated period. The annexed notice, (Ad#876213) a: Public Notice was published on October 4, 2019. The full amount of the fee charged for said foregoing publication is the sum of $57.41. Polly A. Shepherd G ,..•X Publisher, Federal Way Mirror NOTARY w f1] ; PUBLIC Subscribed and sworn to me this 4th day of October, 2019. : -A. NO WAS Gale Gwin, Notary Public for the State of Washington, Residing in Covington, Washington Classified Proo'� �W FecWml Way NOTICE OF PUBLIC HEARING CANCELLATION Christ's Church ministry Expansion File No. 19-102839-UP 119.101452-5E Notice is hereby given that a publlc hearing sched- uled for Thursday, October 10, 2019, at 10's00 a.m. in the Federal Way City Hall Council Cham- bers for a Process 1V - Hearing Examiner decision to construct a 33,000 square loot ministry building is cancellers and shall be rescheduled, The propo- sal Is located at 941 S. Dash Point Way, Federal Way, WA. For more Information email i ; 1WAay_corn or call Leila IMI I oughby- Oakes at 253- 835-2644. Published in the: Federal Way Mirror on October 4. 2019.19876213 r CITY OF Federal Way COMMUNITY DEVELOPMENT DEPARTMENT 33325 8th Avenue South Federal Way WA 98003-6325 253-835-7000; Fax 253-835-2609 planning@cityoffederalway.com www.cityoffoderalway.com DECLARATION OF DISTRIBUTION I, William Golding hereby declare, under penalty of perjury of the laws of the State of Washington, that a: ❑ Notice of Land Use Application/Action ❑ Notice of Determination of Significance (DS) and Scoping Notice ❑ Notice of Environmental Determination of Nonsignificance (SEPA, DNS) ❑ Notice of Mitigated Environmental Determination of Nonsignificance (SEPA, MDNS) ❑ Notice of Land Use Application & Optional DNS/MDNS ❑ Land Use Decision Letter ❑ Notice of Public Hearing before the Hearing Examiner ❑ Notice of Planning Commission Public Hearing ❑ Notice of LUTC/CC Public Hearing ❑ Notice of Application for Shoreline Management Permit ❑ Shoreline Management Permit ❑ FWRC Interpretation ❑ Adoption of Existing Environmental Document Other C, QnCe,11ahha( oa Public- Hcar "r�j was ❑ mailed ❑ faxed ❑ e-mailed and/orXposted to or at each of the attached addresses on October 3rd , 2019. Project Name Christ's Church Ministry Expansion File Number(s) 19-102839-00-UP 19-101462-00-SE Signature V + Date 1013/ a © I- I:\Public Notice Posting\Declaration of Distribution with Posting Sites.doc Posting Sites: Federal Way City Hall - 33325 8th Avenue Federal Way Regional Library - 34200 1 If Way South Federal Way 320th Branch Library - 848 South 320th Street I:\Public Notice Posting\Declaration of Distribution with Posting Sites;doc �N DEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES A�k 33325 8ih Avenue South PO Box 9718 CITY OF Federal Way WA 98063-9718 253-835-7000; Fax 253-835-2609 Federal Way www.cityoffederalwov.com DECLARATION OF DISTRIBUTION I, aW, t( 4A—iJ�54 hereby declare, under penalty of perjury of the laws of the State of Washing on, t at a: ❑ Notice of Land Use Application/Action ❑ Notice of Determination of Significance (DS) and Scoping Notice ❑ Notice of Environmental Determination of Nonsignificance (SEPA, DNS) ❑ Notice of Mitigated Environmental Determination of Nonsignificance (SEPA, MDNS) ❑ Notice of Land Use Application & Optional DNS/MDNS ❑ FWRC Interpretation ❑ Land Use Decision Letter ❑ Notice of Public Hearing before the Hearing Examiner ❑ Notice of Planning Commission Public Hearing ❑ Notice of LUTC/CC Public Hearing ❑ Notice of Application for Shoreline Management Permit ❑ Shoreline Management Permit ❑ Adoption of Existing Environmental Document l� Other q491y'ce�lr � C � was ❑ mailed ❑ faxed XtI-mailed and/or ❑ posted to or at each of the attached addresses on 0C : 2 20I9. Project Name File Number(s) Signature Date W K:\PLANNING INTERN\Declaration of Distribution notices\201 1\1 1-102869-00-UP Declaration of Distribution with Posting Sites.doc Posting Sites: Federal Way City Hall - 33325 8th Avenue Federal Way Regional Library - 34200 1 st Way South Federal Way 320th Branch Library - 848 South 320th Street K:\PLANNING INTERN\Declaration of Distribution notices\201 1\1 1-102869-00-UP Declaration of Distribution with Posting Sites.doc Leila Willoughby -Oakes From: Gale Gwin <ggwin@kentreporter.com> Sent: Wednesday, October 02, 2019 9:58 AM To: Leila Willoughby -Oakes Subject: Re: Public Hearing Cancelled Thanks Leila, I received the notice (NOA cancellation) to be published in the Federal Way Mirror Friday October 4, 2019. Have a great day, Gale On Wed, Oct 2, 2019 at 9:56 AM Leila Willoughby -Oakes <Leila.Willoughby-Oakes@@ciiyoffederalway.com> wrote: Hi Gail; Please find attached- Tina is out day. I made it on time to for the cut off! Cancellation of a public hearing to be rescheduled at a later date. Have a great day, Leila L. Willoughby -Oakes Associate Planner Nedera I Way 33325 81h Avenue South Federal Way, WA 98003-6325 Phone:253/835-2644 Fax: 253/835-2609 1 www.citvt)ffcdera]nLay.com Planner on duty: 253-835-2655 1 plannin&)cilypffederalwa, From: Tina Piety Sent: Wednesday, September 25, 2019 10:03 AM To: Gail Gwin Cc: Leila Willoughby -Oakes Subject: Legal Notice Hello, Please publish the attached legal notice (FUSION Family Center Project NOA, 19-104520-UP) in the Federal Way Mirror's Friday (9/27/2019) issue. Please furnish an affidavit of publication. This is for the Community Development account 83722477. Thank you, Tina E. Tina Piety, CAP, OM Administrative Assistant II c rr i, Federal Way Community Development Department 33325 81h Avenue South Federal Way, WA 98003-6325 Phone:253/835-2601 Fax: 253/835-2609 www cityc+*dcralwayxom 0) 1,U � - STATE OF WASHINGTON, COUNTY OF KING } AFFIDAVIT OF PUBLICATION PUBLIC NOTICE Polly A. Shepherd, being first duly sworn on oath that she is the Publisher of the Federal Way Mirror a weekly newspaper, which newspaper is a legal newspaper of general circulation and is now and has been for more than six months prior to the date of publication hereinafter referred to, published in the English language continuously as a weekly newspaper in King County, Washington. The Federal Way Mirror has been approved as a Legal Newspaper by order of the Superior Court of the State of Washington for King County. The notice in the exact form annexed was published in regular issues of the Federal Way Mirror (and not in supplement form) which was regularly distributed to its subscribers during the below stated period. The annexed notice, (Ad#874193) a: Public Notice was published on September 20, 2019. The full ount of the fee charged for said foregoing publication is the sum of $135.81. Polly A. Shepherd --- Publisher, �,►►►"i ! r r''��, Federal Way Mirror at�0. rxp�.'I` Subscribed and sworn to me this 20th day of September, 2019. raorarJv PUBLIC t Np Gale Gwin, Notary Public for the State of Washington, Residing in Coving(%,YM Ulassitied Yroot �a I Feral Way NOTICE OF LAND USE PUBLIC HEARING Christ's Church Ministry Expansion File No.19-10283E-00-UP/19-101482-SE Notice Is hereby given that the City of Federal Way Hearing Examiner will hold a public hearing on Thursday, October 10, 20i9, at 10;00 a.m. in the Federal Way City Nall Council Chambers (33325 8111 Avenue South. Federal Way. WA). Topic: The applicant has app€€ed for a Process IV - Hearing Examiner approval to construct a 33,000 square foot ministry building with associated site Improvements, including additional parking and landscaping. The applicant proposes to amend the church master plan. Location: 941 South Dash Point Way, Federal Way, WA Applicant: Neil Eugenia, The Keimig Associates City Contact: Leila Willoughby -Oakes, IPii�liouahbv-cakezwawwm, 253.835-2844 Application Received: June 20, 2019 Application Determined Complete: June 21. 2019 Notice o1 Application Issued: July 19, 2019 Requested Decision and Other Related Permits: Use Process IV {File 19-102839-UP); Environmen- tal Determination (File 19-141462-SE); Concurren- cy (Fife 19-101463-CN). Required Studies: Preliminary Storrnvrater Techni- cal Information Report, Geotechnical Report, and Traffic Impact Analysis, Applicable Development Regulations: Federal Way Revised Code (FWRC) Title 14, "Environmen- tal Policy; Title 16 'Surface Water Managemenl; and Title 19'2oning and Development Code: A State Environmental Policy Act (SE PA) Determi- nation of Nonsignificance (DNS) was issued on September 13, 2019. Pursuant to FWRC 19.70, Process Ill -Nearing Examiner, the Hearing Examin- er will hold a public hearing on the application and issue a written decision within 10 working days. Any person may participate in the public hearing by submitting written comments to the Hearing Ex- aminer, either by delivering written comments to the Cam munity Davelapmeni Department before or Classified Proof during the hearing, or by appearing at the hearing and presenting oral Dubuc testimony in person or through a representative. For agency decision ap- peals this right is limited to those entitled to ap- peal. Any person may request a copy of the deci- sion once made. Written comments may be mailed to the Community Development Department, 33325 8111 Avenue South, Federal Way, WA 98003. This application was reviewed under all applicable codes, regulations, and policies of the City of Fed- eral Way. The official files are avallabie for review at Federal Way City Hall during working hours in the Community Development Department. A staff report to the Hearing Examiner will be avallable lot review seven days before the hearing, Published In the Federal Way Mirror on September 20, 2019. #8T4i93 Provide increased access to low- and moiler - ate -income persons; Provide service afterschool until 6 pm or dur- ing out of school times such as summer; Offer new or expanded services (may- include improved access for low- and moderate -in- come persons); Provide educational, recreational, and/or social components so that youth learn, develop, con- nect to, and enhance specific skill sets; Implement violence prevention strategies with priority for evidence -based violence prevention strategies; and/or metrics focused on the student's academics, attendance, and engagement in learning and behavior. Nhat types of costs are eligible? Examples of eli- 7ible costs include: Staffing; Supplies; and/or Transportation. 7ho can apply? The City invites applications from )rganizations that meet the following criteria: Organizations that are either: A nonprofit, organization that currently qualfies as tax-exempt under section 501(c)(3) of the Internal Revenue Code or be fiscally sponsored by another tax-exempt organization or be a public agency; or A public agency. Organizations with the expertise. Expertise in- cludes being able to demonstrate: Knowledge and experience in Federal Way; An understanding of youth violence prevention and afterschool programming, A track record of success in serving youth; and --Demonstrated success in implementing the proposed project (i.e. delivering after -school and/or violence prevention programs). What is the process and timeline? (Review and recommendation schedule may change) Friday, September 13, 2019: The application and guidelines will be made available. Friday, October 11, 2019: Applications are due no pater than 4 p.m. Tuesday, October 29, 2019: Review committee 9iscussion and recommendations. Tuesday, November 12, 2019: Recommendations to Parks, Recreation, Human Services, and Public Safety. Tuesday, November 19, 2019: City Council action. When and where will application guidelines and related information be available? -Application, guidelines, and related information will be available beginning Friday, September 13, 2019 at 10 a.m. on the City website at http://Www.cityoffederal- way.com/node/1674. What is the deadline to apply? Applications will be due no later than 4:00 p.m. on Friday, October 11, 2019. Contact: Contact Sarah Bridgeford at (253) 835-2650 or agah.n f r qei offederai- way.com or Joseph Adriano at (253) 835-2651 or ioseph.addano@cityoffederalway.eom for more in- formation. . For TOD relay service, call 1-800-833-6388/TDD or 1-800-833-6384/voice. This notice is available in alternate formats for individuals with disabilities and will be translated upon request. Published in the Federal Way Mirror on September 13, 2019. #873460 . Federal Vty ENVIRONMENTAL DETERMINATION OF NONSIGNIFICANCE (DNS) Christ's Church Ministry Expansion File: 19-101462-00-SE Proposed Action: To construct a 33,000 sq. ft. multi -purpose building and amend the church master plan. Proponent: Neil Eugenio, Keimig Associates Location: 941 S Dash Point Road Lead Agency:Community Development Depart- ment, City of Federal Way Staff Contact: Leila Willoughby -Oakes, Associate Planner, 253-835-2644 The lead agency has determined the proposal does not have a probable significant adverse impact on the environment, and an Environmental Impact Statement (EIS) is not required under RCW 43.21C.030(2)(c). This decision was made after -re- view of a completed environmental checklist, the Federal Way Comprehensive Plan; other municipal policies, plans, rules and regulations designated as Auto Events/ Auctions Miscellaneous Autos ABANDONED ' • ' • VEHICLE Every Thursday AUCTION Preview at 11 am Special Interest Auction at 1 pm Towinn W1�—` a basis for exercise- of substantive authority under the State Environmental Policy Act pursuant to RCW 43.31C.110. This information is available to the public on request. This DNS is issued after using the optional DNS processinWAC 197-11-355. No writtencomments werereceived inresponse to thecombinedAlotice ofApplicationandOptionalDNS 14-daycommenl periodending on July 19, 2019. There is no further comment period on the DNS. Unless modified by the city, this determination will become final following the comment deadline. Any person aggrieved by the city's determination may file an appeal with the city.within 21 days (October 4, 2019) of the date of the decision appealed pur- suant to FWRG 14.10.060.3. Responsible Official: Brian Davis, Community Development Director Address: 33325 8th Ave. S., Federal Way, WA 98003 Phone: -253-835-2652 Published in the Federal Way Mirror on September 13, 2019. #873610 SUBJECT: CHRISTS CHURCH MINISTRY CENTER/EXPANSION - (19-101462-00-SE) 941 S DASH POINT RD Optional DNS Routing (Agencies) JOHN GREENE KING COUNTY TRANSIT DIV ENV PLANNING MS KSC-TR-0431 201 S JACKSON ST SEATTLE WA 98104-3856 I_g ree n e@ k i ngcou n ty. go v DEPT OF ECOLOGY SEPA UNIT PO BOX 47703 OLYMPIA WA 98504-7703 separ ister _ ecy.wa.gov KING CO ROADS DIVISION COUNTY ROADS ENGINEER 155 MONROE AVE NE RENTON WA 98056 maint.roads@kinqcounty.gov PIERCE COUNTY HEALTH DEPT ENVIRONMENTAL HEALTH DIV 3629 S "D" ST TACOMA WA 98408 info@tpchd.org LEAGUE OF WOMEN VOTERS OF SOUTH KING COUNTY PO BOX 66037 BURIEN WA 98166 info(q)-seattlelwv.org REVIEW TEAM WA DEPT OF COMMERCE GROWTH MGT SERVICES PO BOX 42525 OLYMPIA WA 98504-2525 rev i ewteam @co m m e rce. wa . cl ov RAMIN PAZOOKI / RANDY FRANTZ PORT OF TACOMA WSDOT SOUTH KING COUNTY ENVIRONMENTAL DEPT PO BOX 330310 PO BOX 1837 SEATTLE WA 98133-9710 pazaakr aC�.v TACOMA WA 98401-1837 wsdot.wa.ga frantzr(cDwsdot.wa.gov jiordanCc+lportaf iacorn a.com DEPT OF ARCHAEOLOGY & HISTORIC PRESERVATION PO BOX 48343 OLYMPIA WA 98504-8343 sepaQdahg.wa.gov BRIAN ASBURY LAKEHAVEN UTILITY DIST PO BOX 4249 FEDERAL WAY WA 98063 basbury(c)Iakehaven.org WASH ENVIRON COUNCIL 1402 3RD AVE STE 1400 SEATTLE WA 98101-2179 wec@wecprotects.org DAVID KORTHALS METRO TRANSIT 201 S JACKSON ST KSC-TR-0413 SEATTLE WA 98104-3856 d avid. korthalsoki ngcounty. gov plansreview(d)kingcou nty, a ov MUCKLESHOOT INDIAN TRIBE FISHERIES DIVISION ENVIRONMENTAL REVIEWER 39015 172ND AVE SE AUBURN WA 98092 karen mal teram uckles hoot.nsn.us SOUTH KING COUNTY REGIONAL WATER ASSOCIATION 27224 144T" AVE SE KENT WA 98042 customerservice(a_wd111.com ECON DEV COUNCIL OF SEATTLE & KING COUNTY 1301 5T" AVE STE 1500 SEATTLE WA 98101 info_ , edc-seakinq.org KELLY COOPER DEPT OF HEALTH ENVIRON HEALTH DIV PO BOX 47820 OLYMPIA WA 98504-7820 kel I v. coo Per(a) doh . wa. gov FW CHAMBER OF COMMERCE PO BOX 3440 FEDERAL WAY WA 98063 rmartin@federalwaychamber.com LAURA MURPHY TRIBAL ARCHAEOLOGIST MUCKLESHOOT INDIAN TRIBE 39015 172ID AVE SE AUBURN WA 98092 laura.m urphy(a7m uckieshoot. nsn. us TINA VASLET PIERCE TRANSIT PO BOX 99070 LAKEWOOD WA 98496-0070 tvaslet(c)piercetra nsit.org DEPT OF SOCIAL & HEALTH SVC LANDS AND BUILDING DIVISION PO BOX 45848 OLYMPIA, WA 98504 hu benblCcDdshs.wa.gau KING CO TRANSPORTATION 201 S JACKSON ST KSC-TR-081 SEATTLE WA 98104 harold.taniguchi@kingcounty.gov WA NATURAL HERITAGE DNR PO BOX 47014 OLYMPIA WA 98504-7014 sepacenter@dnr.wa.gov WASH STATE PARKS AND REC PO BOX 42668 OLYMPIA WA 98504-2668 randy.kline@parks.wa.gov PUGET SOUND PARTNERSHIP 210 11T" AVE SW STE 401 OLYMPIA WA 98504-0900 infoCcDpsp.wa.gov KC DEPT OF ASSESSMENTS 500 4T" AVE RM 700 #ADM-AS-0708 SEATTLE WA 98104 assessor. info(q king cq ❑unty.gov BRANDON REYNON PUYALLUP TRIBE OF INDIANS HISTORIC PRESERVATION DEP- 3009 E PORTLAND AVE TACOMA WA 98404 bra ndon.revnan cC ouvalIuotribe.con DENNIS LEWARCH THP OFFICE SUQUAMISH TRIBE 18490 SUQUAMISH WAY SUQUAMISH WA 98392 dlewarch 0suq uam ish. nsmu s JENNIFER WOJCIECHOWSKI FWPS 33330 8T" AVE S FEDERAL WAY WA 98003 iwoiciec@fwps.org RYAN FLYNN TACOMA WATER DIVISION PO BOX 11007 TACOMA WA 98411 rflynn@_ci.tacoma.wa.us OSP ENGINEERING WA/OR/N ID AT&T CABLE MAINTENANCE 11241 WILLOWS RD NE STE 130 REDMOND WA 98052-1009 KC WASTEWATER TREATMENT ENVIRONMENTAL PLN OAP MS KSC-NR-0505 201 S JACKSON ST SEATTLE WA 98104-3855 MASTER BUILDERS ASSOC 335 116T" AVE SE BELLEVUE WA 98004-6407 dhoffman@mbaks.com KATY GIBBS [USTs] DEPT OF ECOLOGY / HAZARDOUS WASTE & TOXICS REDUCTION 3190 160" AVE SE BELLEVUE WA 98008-5452 ka tv. g i b bs (cr7 ecy. wa . gov JERRY STEELE COMCAST CABLE COMM 4020 AUBURN WAY N AUBURN WA 98002-1315 CENTURY LINK COMMUNICATIONS 23315 66T" AVE S KENT WA 98032 TERRYLUKENS BELLEVUE COUNCIL OFFICE PO BOX 90012 BELLEVUE WA 98009-9012 council Abel CITY OF k Federal Way DATE: 10-25-2019 MEMORANDUM Community Development Department TO: Ann Dower, Development Services Sarady Long, Traffic Sean Nichols, South King Fire & Rescue Rob van Orsow, Solid Waste Jennifer W., FWPS (emailed) FROM: Leila Willoughby -Oakes, Planning SUBJECT: RESUB #1- CHRIST'S CHURCH MINISTRY CENTER (19-102839-00-UP) 941 S DASH POINT RD, FEDERAL WAY Find the attached UP4/SEPA project resubmittal received October 22, 2019. Forward any comments you may have via email or in Amanda. Give me a heads up in a Hearing is feasible after this submittal. Plans available electronically here: G/102219 Christ Church Resub. Cheers, Leila Ext. 2644 Oki RESUBMITTED DEPARTMENT OF COMMUNITY DEVELOPMENT 33325 8`h Avenue South CITY OF OCT 2 2 2019 Federal Way, WA 98003-6325 rr� Way 253-835-2607; Fax 253-835-2609 Federal A id V ay ,,Ty OF FEDERAL WAY www.ci offederalwa .corn COMMUNITY DEVELOPMeit.# RESUBMITTAL INFORMATION This completed form MUST accompany all resubmitials. Additional or revised plans or documents for an active project will not be accepted unless accompanied by this completed form. Changes to drawings must be clouded. Applicants will be required to affix the city's date stamp on each page of resubmitted plans and to collate loose plans into existing plan sets. You are encouraged to contact the Permit Center prior to submitting if you are not sure about the number of copies required. Project Number: ( °� - Z S 3 - 0 - V Project Contact: ,��lf tin _ `T OC lyM[a, Ar.SoGtdTLS Phone: ZS .-g3°�-3Z3Z Email rw, RESUBMITTED ITEMS: #of Copies DETAILED Description of Item • �' 4��yy Li • yy r ■ ., damn 4 .� + • .Li L Z 3 Resubmittal Requested by: LE Uk k)l :wetter Dated: �wau em er OFFICE USE O/VL Y RESUB #. Distribution Dept/Div Name # Description Building Plan nin PW Fire Other Bulletin # 129 — September 24, 2018 Page 1 of I k:\Handouts\Resubmittal Information CITY OF Federal Way DEPARTMENT OF COMMUNITY DEVELOPMENT 33325 8'" Avenue South Federal Way WA 98003 253-835-7000; Fax 253-835-2609 www,.citvoffederolwov.com DECLARATION OF DISTRIBUTION I, E. Tina Piety hereby declare, under penalty of perjury of the laws of the State of Washington, that a: ❑ Notice of Land Use Application/Action ❑ Notice of Determination of Significance (DS) and Scoping Notice ❑ Notice of Environmental Determination of Nonsignificance (SEPA, DNS) ❑ Mitigated Environmental Determination of Nonsignificance (SEPA, MDNS) ❑ Notice of Land Use Application & Optional DNS/MDNS ❑ FWRC Interpretation ❑ Other ❑ Land Use Decision Letter 0 Notice of Public Hearing before the Hearing Examiner ❑ Notice of Planning Commission Public Hearing ❑ Notice of LUTC/CC Public Hearing ❑ Notice of Application for Shoreline Management Permit ❑ Shoreline Management Permit ❑ Adoption of Existing Environmental Document Was ❑ emailed ❑x mailed ❑ faxed and/or ❑ posted to or at each of the attached addresses on September 19, 2019 Project Name Christ's Church Ministry Expansion _ File Number(s) 19-102839-UP, 19-101462-SE: & 19-101463-CN Signature �" -� . Date September 19, 2019 CITY 6F Federal Way NOTICE OF LAND USE PUBLIC BEARING Christ's Church Ministry Expansion File No. 19-102839-00-UP / 19-101462-SE Notice is hereby given that the City of Federal Way Hearing Examiner will hold a public hearing on Thursday, October 10, 2019, at 10:00 a.m. in the Federal Way City Hall Council Chambers (33325 81' Avenue South, Federal Way, WA). Topic: The applicant has applied for a Process IV - Hearing Examiner approval to construct a 33,000 square foot ministry building with associated site improvements, including additional parking and landscaping. The applicant proposes to amend the church master plan. Location: 941 South Dash Point Way, Federal Way, WA Applicant: Neil Eugenio, The Keimig Associates City Contact: Leila Willoughby -Oakes, leila.wiloughby-oakesOcityoffederalway.com, 253-835-2644 Application Received: June 20, 2019 Application Determined Complete: June 21, 2019 Notice of Application Issued: July 19, 2019 Requested Decision and Other Related Permits: Use Process IV (File 19-102839-UP); Environmental Determination (File 19-101462-SE); Concurrency (File 19-101463-CN). Required Studies: Preliminary Stormwater Technical Information Report, Geotechnical Report, and Traffic Impact Analysis. Applicable Development Regulations: Federal Way Revised Code (FWRC) Title 14, "Environmental Policy," Title 16 "Surface Water Management," and Title 19 "Zoning and Development Code." A State Environmental Policy Act (SEPA) Determination of Nonsignificance (DNS) was issued on September 13, 2019. Pursuant to FWRC 19.70, Process IV — Hearing Examiner, the Hearing Examiner will hold a public hearing on the application and issue a written decision within 10 working days. Any person may participate in the public hearing by submitting written comments to the Hearing Examiner, either by delivering written comments to the Community Development Department before or during the hearing, or by appearing at the hearing and presenting oral public testimony in person or through a representative. For agency decision appeals this right is limited to those entitled to appeal. Any person may request a copy of the decision once made. Written comments may be mailed to the Community Development Department, 33325 P Avenue South, Federal Way, WA 98003. This application was reviewed under all applicable codes, regulations, and policies of the City of Federal Way. The official files are available for review at Federal Way City Hall during working hours in the Community Development Department. A staff report to the Hearing Examiner will be available for review seven days before the hearing. Published in the Federal Way Mirror on September 20, 2019 19-102839-00-UP Doc. I.D. 79295 4s� CIT Federal Way DEPARTMENT OF COMMUNITY DEVELOPMENT 33325 81h Avenue South Federal Way WA 98003 253-835-7000; Fax 253-835-2609 www.citvoffederolway.com DECLARATION OF DISTRIBUTION I, E. Tina Piety hereby declare, under penalty of perjury of the laws of the State of Washington, that a: ❑ Notice of Land Use Application/Action ❑ Land Use Decision Letter ❑ Notice of Determination of Significance (DS) and Scoping Notice ❑ Notice of Environmental Determination of Nonsignificance (SEPA, DNS) ❑ Mitigated Environmental Determination of Nonsignificance (SEPA, MDNS) ❑ Notice of Land Use Application & Optional DNS/MDNS ❑ FWRC Interpretation ❑ Other 0 Notice of Public Hearing before the Hearing Examiner ❑ Notice of Planning Commission Public Hearing ❑ Notice of LUTC/CC Public Hearing ❑ Notice of Application for Shoreline Management Permit ❑ Shoreline Management Permit ❑ Adoption of Existing Environmental Document Was ❑x emailed ❑ mailed ❑ faxed and/or ❑ posted to or at each of the attached addresses on September 17. 2019 Project Name Christ's Church Ministry Expansion File Number(s) 19-102839-UP, 19-101462-SE, & 19-101463-CN Signature /--r Date September 17, 2019 _ �-z _N� CITY OF Federal Way NOTICE OF LAND USE PUBLIC HEARING Christ's Church Ministry Expansion File No. 19-102839-00-UP / 19-101462-SE Notice is hereby given that the City of Federal Way Hearing Examiner will hold a public hearing on Thursday, October 10, 2019, at 10:00 a.m. in the Federal Way City Hall Council Chambers (33325 8t" Avenue South, Federal Way, WA). Topic: The applicant has applied for a Process IV - Hearing Examiner approval to construct a 33,000 square foot ministry building with associated site improvements, including additional parking and landscaping. The applicant proposes to amend the church master plan. Location: 941 South Dash Point Way, Federal Way, WA Applicant: Neil Eugenio, The Keimig Associates City Contact: Leila Willoughby -Oakes, leila.► illou hb -oakes(o)cit ❑ffederalwa .cam, 253-835-2644 Application Received: June 20, 2019 Application Determined Complete: June 21, 2019 Notice of Application Issued: July 19, 2019 Requested Decision and Other Related Permits: Use Process IV (File 19-102839-UP); Environmental Determination (File 19-101462-SE); Concurrency (File 19-101463-CN). Required Studies: Preliminary Stormwater Technical Information Report, Geotechnical Report, and Traffic Impact Analysis. Applicable Development Regulations: Federal Way Revised Code (FWRC) Title 14, "Environmental Policy," Title 16 "Surface Water Management," and Title 19 "Zoning and Development Code." A State Environmental Policy Act (SEPA) Determination of Nonsignificance (DNS) was issued on September 13, 2019. Pursuant to FWRC 19.70, Process IV— Hearing Examiner, the Hearing Examiner will hold a public hearing on the application and issue a written decision within 10 working days. Any person may participate in the public hearing by submitting written comments to the Hearing Examiner, either by delivering written comments to the Community Development Department before or during the hearing, or by appearing at the hearing and presenting oral public testimony in person or through a representative. For agency decision appeals this right is limited to those entitled to appeal. Any person may request a copy of the decision once made. Written comments may be mailed to the Community Development Department, 33325 8' Avenue South, Federal Way, WA 98003. This application was reviewed under all applicable codes, regulations, and policies of the City of Federal Way. The official files are available for review at Federal Way City Hall during working hours in the Community Development Department. A staff report to the Hearing Examiner will be available for review seven days before the hearing. Published in the Federal Way Mirror on September 20, 2019 19-102839-00-UP Doc. LD. 79295 Tina Piety From: Gale Gwin <ggwin@kentreporter.com> Sent: Tuesday, September 17, 2019 10:20 AM To: Tina Piety Subject: Re: Legal Notices HI Tina, I received your notices (Christ's Church, Creekside Commons) to be published in the Federal Way Mirror on Friday, September 20, 2019. Thank you, Gale On Tue, Sep 17, 2019 at 10:16 AM Tina Piety <TiEia.Piety@cityoffederalway.com> wrote: Hello, Please publish the attached legal notices (Christ's Church [19-102839-UP] and Creekside Commons Townhomes [18- 10740-UP] notices of public hearings) in the Federal Way Mirror's Friday (9/20/2019) issue. Please furnish affidavits of publication. This is for the Community Development account 83722477. Thank you, Tina E. Tina Piety, CAP, OM Administrative Assistant II �rty W Federal Way Community Development Department 33325 8th Avenue South Federal Way, WA 98003-6325 Phone:253/835-2601 Fax: 253/835-2609 www,citvoffederalway. com 1 Gale Gwin Office Coordinator/Obituary Representative Direct: 253-872-6677 Internal: 25027 Fax: 253-437-6016 1010 S 336th St, Federal Way, WA 98003 Map Print Rates Online Rates Media Kit Sound Info STATE OF WASHINGTON, COUNTY OF KING } AFFIDAVIT OF PUBLICATION PUBLIC NOTICE Polly A. Shepherd, being first duly sworn on oath that she is the Publisher of the Federal Way Mirror a weekly newspaper, which newspaper is a legal newspaper of general circulation and is now and has been for more than six months prior to the date of publication hereinafter referred to, published in the English language continuously as a weekly newspaper in King County, Washington. The Federal Way Mirror has been approved as a Legal Newspaper by order of the Superior Court of the State of Washington for King County. The notice in the exact form annexed was published in regular issues of the Federal Way Mirror (and not in supplement form) which was regularly distributed to its subscribers during the below stated period. The annexed notice, (Ad#873610) a: Public Notice was published on September 13, 2019. The full amoijnt of the fee charged for said foregoing publication is the sum of $104.45. PoIIYA- . Shepherd`.�c'{,,k-E Goll�f�,�r Publisher, Federal Way Mirror Subscribed and sworn to me this 13th dayof September, 2019. = cn : x NOTARY ; ti p � w PUBLIC 'r VVAS Gale Gwin, Notary Public for the State of Washington, Residing in Covington, 9 g g r%shington Classified Proof Federal way ENVIRONMENTAL DETERMINATION OF NONSIGNIFICANCE (ONS) chrlsCs Church Ministry Expansion File:19•101402-00-SE Prop osad Act ton: To construct a 33,000 sq. ft. multi -purpose building and amend the church master Plan - Prop onent: Neil Eugenia, Keimig Associates Localloo: 941 S Dash Point Road Lead Agency: Community Development Depart- ment. City of Federal Way Staff Cantast: Leila Willoughby -Oakes. Associate Planner. 253.835-2644 The lead agency has determined the proposal does not have a probable significant adverse impact on the environment, and an Environmental Impact Statement (EiS)is not requited under RCW 43,21C.030(2)(c). This decision was made after re- view of a completed environmental checklist, the Federal Way Comprehensive Plan, ather municipal policies, plans, rules and regulations designated as a basis for exercise of substantive authority under the Stale Environmental Policy Act pursuant to RCW 43.31C.110, This inform alion is available to the public on request. This DNS is issued afifer Using the optional DNS process In WAC 19711-355. No written comments were received In response to the combined Notice of Application and optional DNS 14-day comment period ending on Jury 19, 201R There is no tUrthe, comment period on the DNS, Unless modified by the city, this determination will become final following the comment deadline. Any Person aggrieved by the city's determination may file an appeal with the city withln 21 days (October 4, 2019) of the dale of the decision appealed pur- suant to FWRC 14,10,060.3. Responstble Official: Brian Davis, Community Development Director Address: 33325 8th Ave. S., Federal Way, WA 99003 Phone: 253-835-2652 Published in the Federal Way Mirror on September 13.2019. #873610 41k CITY OF-� Federal Way COMMUNITY DEVELOPMENT DEPARTMENT 33325 81h Avenue South Federal Way WA 98003-6325 253-835-7000; Fax 253-835-2609 planning@cityoffederalway.com www.cilyoffederolway.corn DECLARATION OF DISTRIBUTION 1, ,ililam 60I11 hereby declare, under penalty of perjury of the laws of the State of Washington, at a: ❑ Notice of Land Use Application/Action ❑ Notice of Determination of Significance (DS) and Scoping Notice Notice of Environmental Determination of Nonsignificance (SEPA, DNS) ❑ Notice of Mitigated Environmental Determination of Nonsignificance (SEPA, MDNS) ❑ Notice of Land Use Application & Optional DNS/MDNS ❑ FWRC Interpretation ❑ Other ❑ Land Use Decision Letter ❑ Notice of Public Hearing before the Hearing Examiner ❑ Notice of Planning Commission Public Hearing ❑ Notice of LUTC/CC Public Hearing ❑ Notice of Application for Shoreline Management Permit ❑ Shoreline Management Permit ❑ Adoption of Existing Environmental Document was ❑ mailed ❑ faxed ❑ e-mailed and/or Xposted to or at each of the attached addresses on 5e fember- la 2019. Project Name File Number(s) Signature Ch (-i sf s c u.roh min;6+ry E 0- IM6� -Do- 5E w� Date q/ o I 01,61q I:\Public Notice Posting\Declaration of Distribution with Posting Sites.doc Posting Sites: Federal Way City Hall - 33325 8th Avenue Federal Way Regional Library - 34200 1 It Way South Federal Way 320th Branch Library - 848 South 320th Street I:\Public Notice Posting\Declaration of Distribution with Posting Sifes.doc STATE OF WASHINGTON, COUNTY OF KING } AFFIDAVIT OF PUBLICATION PUBLIC NOTICE Ken Spurrell, being first duly sworn on oath that he is the Legal Advertising Representative of the Federal Way Mirror a weekly newspaper, which newspaper is a legal newspaper of general circulation and is now and has been for more than six months prior to the date of publication hereinafter referred to, published in the English language continuously as a weekly newspaper in King County, Washington. The Federal Way Mirror has been approved as a Legal Newspaper by order of the Superior Court of the State of Washington for King County. The notice in the exact form annexed was published in regular issues of the Federal Way Mirror (and not in supplement form) which was regularly distributed to its subscribers during the below stated period. The annexed notice, (Ad #863016) a: City Notice Published 1 time(s) beginning on 06/28/2019 and ending on 06/28/2019. The full amount of the fee charged fors&aid foregoing publication is the sum of $167.18. Ken Spurrell Legal Advertising Representative, Federal ay Mirror Subscribed and sworn to me this 28th day of4-vec,019. o+ 1� e ►i�� Allen F. &mec otary Public for tk, e AfftZinfon 11No • 0 2 - cj-4 ?P WASil;��y�� ��a►I.�•�ilP�a iding in Tacoma, Washington City of Federal Way, Community Dev Dept FWM863016 I L•r~erali Way NOTICE OF MASTER LAND USE APPLICATION AND OPTIONAL DETERMINATION OF NONSIGNIFI- CANCE(DNS) Project Name: Christ's Church - Ministry Center Expansion Project Description: A proposal to construct a two-story, 32,000 square foot multi -purpose build- ing, associated site improvements and off -site parking at Sacajawea School. The 3.68-acre site is zoned RS 9.6, single family residential zoning dis- trict. The application also includes a request to adopt a revised Master Plan. Applicant: Neil Eugenio, Keimig Associates Archi- tects/Planners, nsil eWmmcasLnet Project Location: 941 South Dash Point Road, Federal Way, WA Date Application Received: June 20, 2019 Date Determined Complete: June 21, 2019 Date of Notice of Application: June 28, 2019 Comment Due Date: July 19. 2019 Requested Decision and Other Permits Included wilh this Application: Use Process IV (File 19- 102839-UP); Environmental Determination (File 19-101462-SE); and Transportation Concurrency (File 19-101463-CN). The city will use Process IV "Hearing Examiner's Decision" to review and decide on the church expansion. Development Regulations Used for Project Miti- gation: Federal Way Revised Code (FWRC) Title 14, "Environmental Polif y: Title 16 "Surface Water Management," and Title 19 "Zoning and Develop- ment Code." Environmental Review: Based upon review of a completed environmental checklist and other infor- mation on file with the city, it is likely that the City of Federal Way will determine that the project will not have a probable significant adverse impact on the environment and expects to issue a Determina- tion of Nonsignificance (DNS) for this project. The optional DNS process in WAC 197-11-355 is being used. This may be your only opportunity to com- ment on the environmental impacts of the pro- posed project. The proposal may include mitiga- tion measures under applicable codes (conditions), and the review process may incorporate or require mitigation measures regardless of whether an en- vironmental impact statement (EIS) is prepared. A copy of the subsequent threshold determination for the specific proposal may be obtained upon re- quest. Environmental Documents: Environmental Check- list, Preliminary Stormwater Technical Information Report, Revised Master Plan Map, and Traffic Im- pact Analysis. Public Comments & Appeals: The initial public comment and notice period ends July 19, 2019. However, any person may submit written com- ments to the Hearing Examiner by delivering com- ments to the Department of Community Develop- ment prior to the public hearing date (which has yet to be determined) or by giving these directly to the Hearing Examiner at the public hearing. Only the applicant, persons who submit written or oral comments to the Hearing Examiner, or persons who specifically request a copy of the written deci- sion may appeal the Hearing Examiner's decision. Details of appeal procedures for the requested land use decision will be included with the written deci- sion. Availability of File: The official project file and en- vironmental documents are available for public re- view during normal business hours at the Depart- ment of Community Development (33325 8th Avenue South, Federal Way, WA 98003). Staff Contact: Leila Willoughby -Oakes; leila.wil Ioughhwoakesgciivofiederalmy.co 1, or253-835- 2644. Published in the Federal Way Mirror June 28, 2019.#863016 41k CITY Federalo. Way COMMUNITY DEVELOPMENT DEPARTMENT 33325 8'h Avenue South Federal Way, WA 98003-6325 253-835-2607;Fax 253-835-2609 larrnin ci f edcralu,a .corn www _ci Zmf federa [way. com NOTICE OF APPLICATION SIGN INSTALLATION CERTIFICATE Project Name: C Ae., f `s C.'`t Project File No: ,/� I4 �{G;�� o►o ,�' r /a� �,;..Op' - G� Project Address: S �a•c.� _�� �.*rf Installed By: J a %K e-v / /.0 eee Date of Installation: Location of Installation: 44zV Z &,:r f IP. 0*1 1' etc P."I • IC *Please forward pictures of the posted sign to the project's planner.* 7 kO+I OAR SrR��RSYR 6�l7�l7 YR SCR 6�■oPRIf�R0�k0�ROrC DrR 6�R E�lO�llsk7 lO�k L�RD�■OAF O�R��RC�R ��Re Rd«R 6�R Apr �r per •n. �r Ar nr �nr •nr •ar -or ,a -or -.pr "r or -Rr err .wr .p-Mr •qr -tlr •"r -or -or -or -pr -or •ar •Kr -rRr I hereby testify that the sign installed fully complies with the installation standards outlined in Federal Way Revised Code (FWRC) Title 19 `Zoning and Development Code' and that the sign will be maintained until a final decision is issued on the land use action and/or environmental threshold determination. I understand that failure to return this certificate within five days of posting may result in delays, notice of corrections, and re -mailings at the applicant's expense. Installer's Name ?Oall;cr'sSignature fV r 2 r - / —/ Date ��trr Phone Bulletin #036 —March 7, 2018 Page 1 of 1 lc:\Handouts\Sign Installation Certificate DEPARTMENT OF COMMUNITY DEVELOPMENT 33325 8th Avenue South A�k Federal Way WA 98003 253-835-7000; Fax 253-835-2609 CITY OF www.cit offederalwa .com Federal Way DECLARATION OF DISTRIBUTION I, E Tina Piety hereby declare, under penalty of perjury of the laws of the State of Washington, that a: ❑ Notice of Land Use Application/Action ❑ Notice of Determination of Significance (DS) and Scoping Notice ❑ Notice of Environmental Determination of Nonsignificance (SEPA, DNS) ❑ Mitigated Environmental Determination of Nonsignificance (SEPA, MDNS) 0 Notice of Land Use Application & Optional DNS/MDNS ❑ FWRC Interpretation ❑ Other ❑ Land Use Decision Letter ❑ Notice of Public Hearing before the Hearing Examiner ❑ Notice of Planning Commission Public Hearing ❑ Notice of LUTC/CC Public Hearing ❑ Notice of Application for Shoreline Management Permit ❑ Shoreline Management Permit ❑ Adoption of Existing Environmental Document Was ❑ emailed [F] mailed ❑ faxed and/or ❑ posted to or at each of the attached addresses on June 272019. Project Name Christ's Church - Ministr Center ExIoansion. q &i� File Number(s) 19-1Q28 - & 19-1026-31&-SE Signature �-� Date_ June 27 2019 4 CITY OF Federal Way NOTICE OF MASTER LAND USE APPLICATION AND OPTIONAL DETERMINATION OF NONSIGNIFICANCE (DNS) Project Name: Christ's Church — Ministry Center Expansion Project Description: A proposal to construct a two-story,•32,000 square foot multi -purpose building, associated site improvements and off -site parking at Sacajawea School. The 3.68-acre site is zoned RS 9.6, single family residential zoning district. The application also includes a request to adopt a revised Master Plan. Applicant: Neil Eugenio, Keimig Associates Architects/Planners, neil.e@comeast.net Project Location: 941 South Dash Point Road, Federal Way, WA Date Application Received: June 20, 2019 Date Determined Complete: June 21, 2019 Date of Notice of Application: June 28, 2019 Comment Due Date: July 19, 2019 Requested Decision and Other Permits Included with this Application: Use Process IV (File 19-102839-UP); Environmental Determination (File 19-101462-SE); and Transportation Concurrency (File 19-101463-CN). The city will use Process IV "Hearing Examiner's Decision" to review and decide on the church expansion. Development Regulations Used for Project Mitigation: Federal Way Revised Code (FWRC) Title 14, "Environmental Policy," Title 16 "Surface Water Management," and Title 19 "Zoning and Development Code." Environmental Review: Based upon review of a completed environmental checklist and other information on file with the city, it is likely that the City of Federal Way will determine that the project will not have a probable significant adverse impact on the environment and expects to issue a Determination of Nonsignificance (DNS) for this project. The optional DNS process in WAC 197-11-355 is being used. This may be your only opportunity to comment on the environmental impacts of the proposed project. The proposal may include mitigation measures under applicable codes (conditions), and the review process may incorporate or require mitigation measures regardless of whether an environmental impact statement (EIS) is prepared. A copy of the subsequent threshold determination for the specific proposal may be obtained upon request. Environmental Documents: Environmental Checklist, Preliminary Stormwater Technical Information Report, Revised Master Plan Map, and Traffic Impact Analysis. Public Comments & Appeals: The initial public comment and notice period ends July 19, 2019. However, any person may submit written comments to the Hearing Examiner by delivering comments to the Department of Community Development prior to the public hearing date (which has yet to be determined) or by giving these directly to the Hearing Examiner at the public hearing. Only the applicant, persons who submit written or oral comments to the Hearing Examiner, or persons who specifically request a copy of the written decision may appeal the Hearing Examiner's decision. Details of appeal procedures for the requested land use decision will be included with the written decision. Availability of File: The official project file and environmental documents are available for public review during normal business hours at the Department of Community Development (33325 8t' Avenue South, Federal Way, WA 98003). Staff Contact: Leila Willoughby -Oakes; leila.wlloughby-oakesC7a,cityoffederalway,com, or 253-835-2644. Published in the Federal Way Mirror June 28, 2019. 19-101462-SE Doc ID 79043 PROJECT VICINITY MAP .. f : 1z -- r i. w• ft38 � *J93 y 10 • •841 �.�so•t '' � ` k a � ]J81S 's 0s • I•_ •1 '� , elf I % 4 it -lr _ I•l y . ,:� ► � A _ � Wal ~ Al 7 f i . jo ' . 5 _ Ly - 41Lq { �1Ri77�. '' •r• '.ltj�,� � ❑[fl•1 100 H etoo15 Oi3I�Z Mur ip- • 1,_ ,3Q105 r i�i1445; ,3+0�13 �lU?F aZ7 �+ Y+ .. m. !,r n1`+'y�� rcX.R v,b ni � a.en xh: • : :-, 1CC��;c.�YK l�-•YaiM-s1 aaa.aa w•, .� ncs.•w ++I'a! xssa. ws-a.�c.:.r� r.mr+c.�.n�ra-�►x.e ssa. ni�u� . s:.ar.cr mras•n: s.w�ra mtyr >: �� u. da.�e ura�v,+.•�?C:+a,/.lnxl�rl�s4� ly tray a awnw7 va,+R. MP7'^cn„'al xt 9riN Ir of 7a+'Y vlar sacs n�a�! rnwx�_.nvo:.r-+�>a�f-.7 rnlanu na rnti+nan=wsvr� �•.�n. use cen�n.. 7 a.��ars�xsn4mi'+ns •M•ak Mta ao-.ia+safwrny s.a7aarnP,eC.arf �' r--�. nrmun,a [r.s carer D9=e- Q7f 9r2Q 1 @ (MAP NOT TO SCALE) 19-101462-SE Doc ID 79043 OSP ENGINEERING WA/OR/N ID JERRY STEELE CENTURY LINK AT&T CABLE MAINTENANCE COMCAST CABLE COMM 23315 66T" AVE S 11241 WILLOWS RD NE STE 130 4020 AUBURN WAY N KENT WA 98032 REDMOND WA 98052-1009 AUBURN WA 98002-1315 KC WASTEWATER TREATMENT ENVIRONMENTAL PLN OAP MS KSC-NR-0505 201 S JACKSON ST SEATTLE WA 98104-3855 October 21, 2019 RESUBMITTED OCT 2 2 2019 CrrY OF FEDERAL WAY COMMUNfTY DEVELOPMENT Leila Willoughby -Oakes, Associate Planner Planning Department City of Federal Way 33325 8t" Avenue South Federal Way, WA 98003 RE: Christ's Church Ministry Expansion (19-102839-00-UP), 1st Technical Review Response Ms. Willoughby -Oakes, The following is our written response to the comments dated August 21, 2019 regarding the Christ's Church Ministry Expansion. To expedite your review of the re -submittal, the following numbers correspond to the items noted the 1st Technical Review Letter. CommunitE Develn ment —Planning Division: 1. Plan Set — Please address the following comments: a. Add parking lot directional signage. Parking and vehicle circulation areas shall be clearly delineated using directional signage (Federal Way Revised Code [FWRC] 19.115.050[2][b]). Parking lot directional arrows and notes have been added to the plan sheets. b. Find plan redlines enclosed. Received 6 redlined PDF sheets 2. Institutional Uses — The new two-story structure abuts single-family zoned parcels on the south and east property lines. The building is visible from residential zones and must comply with FWRC 19.115.100 (or the building length to be less than 120 feet): The South and North Elevations are less than 120 feet long and is not applicable to this portion of the code. The East Elevation is 160 feet long and requires building modulation. A structural roof modulation of approximately 56'-6" wide and approximately 36'-7"' deep is now part of the building plans as seen on the exterior elevations. 3. Public Comments -All property owners within 300 feet of the site received an Optional Determination of Non -Significance (DNS)/Notice of Application. We have received no public comments for the comment period which ended on July 19, 2019. Noted 4. Public Notice - Please keep the public notice signs posted until the final Hearing Examiner Decision. Noted 5. Hearing Date - Please provide staff with your Hearing Examiner hearing date availability. Anytime, just not on a U.S. holiday. 6. Parking Narrative - Submit a parking compliance narrative describing how the current proposal meets parking requirements for churches (1 for each 5 seats or 10 lineal feet of bench seating). Describe how many parking spaces are proposed to be removed and how many new spaces are proposed. Will the proposal comply with the reciprocal access and parking easements between Federal Way Public Schools (FIATS) and Christ's Church dated 2002 and 2001? Parking Narrative attached. 7. Storage Containers- Please remove the existing storage containers on the west and east property lines, or screen containers in accordance with FWRC 19.125.170(3)(b). The following applies: a. Containers adjoining a residentially zoned property shall receive 100 percent site -obscuring screening (i.e. Type I landscaping or decorative screen). All storage containers are to be permanently removed prior to project completion. b. Storage containers shall be painted to match adjacent buildings and/ or improvements. c. Storage containers may not block required parking stalls. 8. Nonconforming Development- Compliance with current zoning codes will apply to the ministry expansion pursuant to FWC 19.30.090. The applicant proposes an additional 33,000 square feet of gross floor area, which exceeds the 4,900 square feet minimum of new gross floor area. The Project's new and existing site will conform per Chapter 19.30 9. Landscaping- Indicate nonconforming landscaped areas. Process IV plans note existing landscaping to remain. However, the project exceeds nonconforming development thresholds and FWRC 19.125.060 and 19.125.070 landscaping requirements will apply. Please revise the plans as follows: a. Type III landscaping 10 feet in width shall be provided along all property Lines of nonresidential uses in the RS zoning districts, except as provided in FWRC 19.125.070. Yes, meets the current code on existing north portion of the site (see L-1 sheet of the plan set); added additional plantings & trees to meet the current requirement of Type 1 buffer along SE perimeter of the site (see L-2 sheet of the plan set). b. Type IV landscaping shall be provided within surface parking areas as follows: i. Commercial, industrial, and institutional developments shall provide twenty- two square feet per parking stall when 50 or more parking stalls are being provided. Yes, meets the current code on both north & south part of the parking lot areas; see calculations on L-1 or L-2 sheet of the plan set. c. Landscape islands shall be a minimum size of 64 square feet and a maximum of 305 square feet, and a minimum width of six feet at the narrowest point for islands and shall be provided at the following locations: i. At the end of all rows of parking; and Yes, all existing and proposed landscape islands meet this requirement. ii. For separation buffering between loading doors or maneuvering areas and parking areas or stalls; and Noted iii. Any remaining required landscaping shall be dispersed throughout the interior parking area in a manner to reduce impact of the parking lot; Noted iv. Deciduous trees are preferred for landscape islands within interior vehicle use areas Deciduous trees are either existing on site or added if missing per island; some islands cannot place trees due to existing utility poles/underground utilities and/or intrusion to nearby existing trees (those islands are noted on each sheet). d. Permanent curbing shall be provided in all landscape areas within or abutting parking areas. Based upon appropriate surface water considerations, other structural barriers may be substituted for curbing, such as concrete wheel stops. Permanent concrete curbing is used at all landscaped areas adjacent to parking areas, and will be part of the new paved parking and driveway locations. 10. Landscaping Maintenance - For existing areas that do apply the applicant is responsible for plant and irrigation system maintenance pursuant to FVWRC 19.125.090(2): "Maintenance of planted areas shall include continuous operations of removal of weeds before flowering; mowing; trimming; edging; cultivation; reseeding; plant replacement; appropriate fertilization; spraying; control of pests, insects, and rodents by nontoxic methods whenever possible; watering; or other operations necessary to assure normal plant growth. In particular, maintenance shall promote landscape performance criteria of this title. Plant materials that have died shall be replaced at the beginning of the next appropriate planting season and planting areas shall be kept reasonably free of noxious weeds and trash. RECDIVED THE KEIMIG ASSOCIATES ARCH ITECTS-PLAN N ERS ��'��� 307 D STREET SE, AUBURN, WA 98002 (253) 939-3232, FAX (253) 735-1309 ,v, „ , - -- June 3, 2019 City of Federal Way 33325 8* Avenue South Federal Way, WA 98003 RE: Master Phasing Plan The following Master Plan is outlined for Christ's Church of Federal Way located at the property address of 941 South Dash Point Road, Federal Way. This phasing plan supersedes previously submitted Master Plans prior to the date on this letter. This Master Plan will describe the three phases for property improvement accompanied by a drawing which illustrates the completed and future phases. Phase I - completed in 2004 Construction of the main assembly auditorium, a VA fully sprinkled 16,222 SF building. Required improvements with the main auditorium included right of way improvements, partial site improvements, and the construction of a shared parking lot on the adjacent Sacajawea Middle School property. Two structures were existing on the property prior to the beginning of Phase I. The existing older building was completed in 1961, a two-story 7,806 SF type VA un-sprinkled building will remain occupied until the beginning of Phase III. The other existing building was completed in 1980, a single story 9,670 SF type VA un-sprinkled building which will remain as part of the completed Master Plan. Phase II - (date or year) Installation of two modular buildings and a gravel parking lot on the southern portion of the property. The modular buildings are 1,084 SF and 1,792 SF, however all of Phase lI will be removed as part of the construction of Phase III. Phase III to begin late 2019 Remove the two modular buildings, the older 1961 two-story building and gravel parking lot. Construct property and site infrastructure, parking lot and landscaping, and a two-story 32,640 SF Type VA fully sprinkled Ministry Center. The Congregation's main seating area in the auditorium will not be increased. The purpose of the Ministry Center is to act as support spaces and facilities to the existing Church. The adjacent parking lot at Sacajawea MS will remain as shared off-street surface parking. No further buildings, expansion or site development is anticipated after Phase III. Phase IV — date unknown Fully sprinkle the 9,670 SF building with some interior space reconfiguration. RE IVED THE KEI M !v ASSOCIATES C ES JLNK 12 5 2019 ARCH ITECTS- PLAN N ERS Crr'"_1FFC%=R.A1.,,;�,�Y 307 D Street SE, Auburn, WA 98002 O®MMU*',i_ YOEVELOr'WENT (253) 939-3232, FAX (253) 735-1309 June 17, 2019 Christ's Church Ministry Center 941 South Dash Point Road Federal Way, WA RE: Design Narrative The developed site identified as tax parcel 052104-9092 is 3.70 acres. The site is currently developed for church use including a portion of the property that is currently unpaved, but being utilized as parking. Residential zones are adjacent to the church property to the east and south, which are being used as a middle school and single family residences respectfully. South Dash Point Road forms the triangular border of the property with a gentle convex curve, which is served by the King County Metro public Dart transit route. The opposite side of South Dash Point Road is also zoned as single family, high density. Only three existing trees are slated for removal and have been identified on the Landscape Plan's tree retention and replacement table. The total tree unit credits proposed will exceed the total tree units required. The project is to remove two -modular buildings from the property and to demolish a two story 7,806 SF building. Two existing buildings to remain are as follows: the Main Auditorium, which is 16,222 SF and an older administration building that is 9,670 SF. The new two-story 32,640 SF Ministry Center will utilize the existing topography to mostly situate the lower floor below grade. An enclosed breezeway, at grade, will connect the existing Main Auditorium to the main floor of the new Ministry Center. The opening created by the breezeway protecting the Main Auditorium will be a roll -down fire shutter connected to the fire alarm system. The building will be mostly constructed as if it were a II-B building, but will actually be designated with a V-A construction type label. The Ministry Center's exterior finishes are intended to closely resemble or match the existing textures and colors of the Main Auditorium with the use of fiberglass reinforced concrete panels and a concrete masonry unit veneer, textures and patterns to match. The breezeway will be a large enclosed space with high ceilings and a shed roof supported by oversized architecturally graded glue laminated beams to tie in a similar look to the entry of the Main Auditorium. Building fenestrations will consist of aluminum storefront with strategically located for ample interior lighting while providing security and safety from within. Window frames will be clear anodized mill finished aluminum with annulated clear insulated glass with minimal spandrel glass at structural elevations if needed. The highest point of any portion of the New Ministry Center is 32'-0" above finish grade with an above average building elevation of 30'-10-1/8". The parapets are providing near 100% concealment of mechanical and HVAC equipment from neighboring residential zones. Although the New Ministry Center is designed with elevations longer than 120' on both east and west elevations, the roof parapets are broken into segments that limit the parapet to no more than 90'-0" in length. If it is determined that there are sightlines from the residential use zones that can see building facades greater than 120', then additional landscape screening with coniferous trees will be planted along the south and east property lines to blend with the existing natural vegetation. Along the project's east property line, an existing 3' high and 4' high chain link fence is to remain, and the shared access easement between the Church and Sacajawea Middle School will continue to remain without any gate. The south property line has an existing 6' high wood fence along most of the flatter portion of the site that will remain, and then transitions over to a 6' high chain link fence, also to remain, at the steeper portion of the property line towards Dash Point Road. Landscaping and natural vegetation along the east and south property lines will remain. Additional Landscaping will be designed by a registered Washington State Landscape Architect to meet the intent and requirements of the Federal Way Code and Community Design Guidelines. Site lighting will be analyzed with existing light standards, with the additional mounted building lights to give added security while providing safe pedestrian illumination and keeping below the maximum allowed foot-candle at the property lines. Security lighting and self -monitored security cameras throughout the property will meet or exceed any requirements of CPTED. Along the south end of the building there is a below grade exit, which is secured by a decorative iron, black painted secured fence and access gate. The new screened garbage and recycling enclosure is constructed as a free-standing structure and to have a semblance of the main Auditorium's finishes by using materials of similar textures and colors. The parking lot will keep its original configuration and overall flow when the southerly portions are paved and landscaped. Additional width in the drive aisle has been given to allow a hammerhead turn at the south end of the parking lot. Landscaping in the parking lot will be maintained to allow clear lines of site to and from the parking lot to the buildings at all times. Exiting pedestrian pathways that transverse drive aisles are designated with a different material type, pattern, and color. The primary entrance is the existing entry into the Main Auditorium which is fully accessible and clearly marked. The secondary entrance would be the transitional breezeway between the Main Auditorium and New Ministry Center. The secondary entrance has a generous walkway approach to the storefront doors. Pursuant to Chapter 19.115 Community Design Guidelines, the project is designed and detailed to enhance the general appearance of the development while being mindful of the cost for the Owner's to efficiently operate the Church campus and benefit the parishioners served and the community. Page 2 of 2 THE KEIMIG ASSOCIATES CITY OF Federal Way C peck 16-t 9--I. 27 �61IM IIJ I au� hb — CJoLi I Ph4d;0 te epartment of Couni{�?evelopment 33325 8`h Avenue South Federal Way, WA 98003-6325 253-835-2607;Fax 253-835-2609 w ww, c i tyo ffederal wad,. co m SEPA ENVIRONMENTAL CHECKLIST Purpose of Checklist Governmental agencies use this checklist to help determine whether the environmental impacts of your proposal are significant. This information is also helpful to determine if available avoidance, minimization or compensatory mitigation measures will address the probable significant impacts or if an environmental impact statement will be prepared to further analyze the proposal. Instructions for Applicants This environmental checklist asks you to describe some basic information about your proposal. Please answer each question accurately and carefully, to the best of your knowledge. You may need to consult with an agency specialist or private consultant for some questions. You may use "not applicable " or "does not apply" only when you can explain why it does not apply and not when the answer is unknown. You may also attach or incorporate by reference additional studies reports. Complete and accurate answers to these questions often avoid delays with the SEPA process as well as later in the decision -making process. The checklist questions apply to all parts of your proposal, even if you plan to do them over a period of time or on different parcels of land. Attach any additional information that will help describe your proposal or its environmental effects. The agency to which you submit this checklist may ask you to explain your answers or provide additional information reasonably related to determining if there may be significant adverse impact. Instructions for Lead Agencies Please adjust the format of this template as needed. Additional information may be necessary to evaluate the existing environment, all interrelated aspects of the proposal and an analysis of adverse impacts. The checklist is considered the first but not necessarily the only source of information needed to make an adequate threshold determination. Once a threshold determination is made, the lead agency is responsible for the completeness and accuracy of the checklist and other supporting documents. Use of Checklist for Nonproject Proposals For nonproject proposals (such as ordinances, regulations, plans and programs), complete the applicable parts of sections A and B plus the SUPPLEMENTAL SHEET FOR NONPROJECT ACTIONS (part D). Please completely answer all questions that apply and note that the words "project," "applicant," and "property or site" should be read as "proposal," "proponent," and "affected geographic area," respectively. The lead agency may exclude (for non -projects) questions in Part B - Environmental Elements -FtEtLEI VMte meaningfully to the analysis of the proposal. MAR 2 8 2019 CITY OF FEDERAL WAY COMMUNfTY DEVELOPMENT Bulletin #050 — October 17, 2016 Page 1 of 15 k:\Handouts\Environmental Checklist CITY OF 1 Federal Way A. BACKGROUND Name of proposed project, if applicable: Christ's Church, Ministry Center 2. Name of applicant: The Keimig Associates Address and phone number of applicant and contact person: Department of Community Development 33325 8`h Avenue South Federal Way, WA 98003-6325 253-835-2607;Fax 253-835-2609 u�v��•. ri �vo�federal wa�.cniz� Alan Keimig, 307 D Street SE, Auburn, WA 98002, 253-939-3232 4. Date checklist prepared: November 29, 2018 Agency requesting checklist: City of Federal Way 6. Proposed timing or schedule (including phasing, if applicable): Single Phase Constrcution, to start in Summer 02019�- Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. No further future plans for additions or expansion. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. None known. 9. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. me 10. List any government approvals or permits that will be needed for your proposal, if known. "jr—c.t � z ei ca Ih,: I! ¢ - Procesq, tri-and Use Ap} ication - Community Design Guidelines - Tree & Vegetation Retention/Replacement Plan .L•%. hLn Bulletin #050 — October 17, 2016 Page 2 of 15 k:\IIandouts\Environmental Checklist Department of Community Development 33325 8`h Avenue South CITY OFF Federal Way, WA 98003-6325 Federal Way 253-835-2607; Fax 253-835-2609 J www.cityoifedcral va .�,o1n 11. Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. (Lead agencies may modify this form to include additional specific information on project description.) Construct a two-story (32,640 SF), fully conditioned, Type VA fully sprinkled, multi -purpose Church facility to include classrooms and offices. Construction will include full site development, landscaping, utilities, and fire �Oie. 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. 941 South Dash Point Road, Federal Way, WA 98003. QSTR: SE-5-21-4 B. ENVIRONMENTAL ELEMENTS 1. Earth a. General description of the site: (circle one): Flat, roIIin- hill}-. steep slopes, mountainous, other b. What is the steepest slope on the site (approximate percent slope)? 50% c. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any agricultural land of long-term commercial significance and whether the proposal results in removing any of these soils. Soil type, as mapped by USDA, is Arents Alderwood material type AmC for the entire site. Arents-Alderwood materials are Alderwood soils that have been substantially disturbed by urban development, but still have many features of Alderwood soils. d. Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. None known. e. Describe the purpose, type, total area, and approximate quantities and total affected area of any filling, excavation, and grading proposed. Indicate source of fill. Grading and filling will occur under the porposed building. Grading will also occur for for an above ground stormwater pond. f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. With any clearing and grading actions there is always the potential for erosion. The implementation of applicable erosion control BMPs will limit the potential for erosion. Bulletin #050 — October 17, 2016 Page 3 of 15 k:\Handouts\Environmental Checklist Department of Community Development 33325 8th Avenue South CITY °F Federal Way, WA 98003-6325 Federal Way 253-835-2607; Fax 253-835-2609 w ww. citko rred oral way.com g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? Approximately 65.3% of the site will be impervious. h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: A Temporary Erosion and Sediment Control Plan per City of Federal Way standards will be in -place until on -site construction operations have concluded and the site is fully stabilized. 2. Air A current copy of the Construction SWPPP will be on -site at all times. a. What types of emissions to the air would result from the proposal during construction, operation, and maintenance when the project is completed? If any, generally describe and give approximate quantities if known. Normal amounts of emissions will result from the operations of equipment during construction Best management practices will be continually employed to minimize dust and emissions. Construction activity and equipment operation will be required to comply with applicable air quality standards. No increase air emissions will result from the completed project. b. Are there any off -site sources of emissions or odor that may affect your proposal? If so, generally describe. 01 c. Proposed measures to reduce or control emissions or other impacts to air, if any: Vigilance and continual monitoring and employment of Best Management Practices will be employed to control emissions and impacts to the air. 3. Water a. Surface Water: 1) Is there any surface water body on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. M 2) Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. le 3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. No fill or dredge materials are proposed to be placed or removed from any identified surface water or wetland. 4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. No water will be withdrawn. Bulletin #050 — October 17, 2016 Page 4 of 15 k:\Handouts\Environmental Checklist ' IS%, CITY OF oat Federal Way Department of Community Development 33325 81h Avenue South Federal Way, WA 98003-6325 253-835-2607; Fax 253-835-2609 Nyww.cityo f fede ral way.com 5) Does the proposal lie within a 100-year floodplain? If so, note location on the site plan. The proposal does not lie within a 100-year floodplain. 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. There will be no discharges of waste materials to surface waters. b. Ground Water: 1) Will groundwater be withdrawn from a well for drinking water or other purposes? If so, give a general description of the well, proposed uses and approximate quantities withdrawn from the well. Will water be discharged to groundwater? Give general description, purpose, and approximate quantities if known. No ground water will be withdrawn. We are currently evaluating the potential of an injection well to infiltrate clean stormwater runoff. 2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: domestic sewage; industrial, containing the following chemicals... ; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. The project does not create any waste materials other than what is discharged directly into the sanitary sewer system. c. Water runoff (including stormwater): 1) Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters? If so, describe. Stormwater runoff from all proposed hard surfaces (roofs and pavements) will be collected and tightlined to an underground detention system to reduce the peak flows from the project site. Prior to discharge, stormwater will be treated to meet current federal way water quality standards. After treatment stormwater will be either conveyed to the municipal drainage system or infiltrated into the substrate soils. 2) Could waste materials enter ground or surface waters? If so, generally describe. With the correct BMPs in place, there is minimal potential for waste from equipment storage and use, eroding soil, or other wastes generated during construction activities to enter either ground or surface waters. However, common pollutants from parked vehicles may collect on impervious surfaces and be washed into the storm drainage system. Common pesticides and nutrients from landscaping areas may also enter the storm drainage system, but these will be treated with the proposed on -site treatment systems. 3) Does the proposal alter or otherwise affect drainage patterns in the vicinity of the site? If so, describe. No. d.Proposed measures to reduce or control surface, ground, and runoff water, and drainage pattern impacts, if any: All required storm water will be collected and treated as necessary to provide for a clean approved release. Storm water quality mitigation efforts have been designed using the appropriate BMP's (Stromfilter,TM catch basins) for water quality treatment. Temporary BMP's during construction may include silt fences and other BMP's may be employed. Bulletin #050 — October 17, 2016 Page 5 of 15 k:\Handouts\Environmental Checklist CITY OF Federal Way 4. Plants a. Check the types of vegetation found on the site: V deciduous tree: alder, maple, aspen, other evergreen tree: fir, cedar, pine, other Shrubs ass Department of Community Development 33325 8th Avenue South Federal Way, WA 98003-6325 253-835-2607;Fax 253-835-2609 www.citvoffederal�va\,.com pasture crop or grain Orchards, vineyards or other permanent crops. wet soil plants: cattail, buttercup, bullrush, skunk cabbage, other water plants: water lily, eelgrass, milfoil, other other types of vegetation b. What kind and amount of vegetation will be removed or altered? The site will be landscaped as required to meet regulations using native plant materials to the greatest extent possible. c. List threatened and endangered species known to be on or near the site. None known d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: The site will be appropriately landscaped with native materials to the greatest extent possible and per requested regulations. A good majority of the existing vegetation will be left in its natural state. New landscaping throughout the project will be drought tolerant landscaping. e. List all noxious weeds and invasive species known to be on or near the site. Observed invasives: Himalayan blackberry (Rubus armeniacus), English ivy (Hedera helix), English holly (Ilex aquifolium), and English laurel (Prunus laurocerasus). 5. Animals a. List any birds and other animals which have been observed on or near the site or are known to be on or near the site. Examples include: birds haw eron agle songbirds, ther: mammals: deer, bear, elk, beaver, other: fish: bass, salmon, trout, herring, shellfish, other: b. List any threatened and endangered species known to be on or near the site. None known Bulletin #050 — October 17, 2016 Page 6 of 15 k:\Handouts\Environmental Checklist CITY OF Federal Way c. Is the site part of a migration route? If so, explain. No d. Proposed measures to preserve or enhance wildlife, if any: Department of Community Development 33325 8`h Avenue South Federal Way, WA 98003-6325 253-835-2607;Fax 253-835-2609 www.cityoffed_e_ral way.com The native plans selected for landscaping the site will provide enhanced habitats and provide opportunities for shelter and forging. e. List any invasive animal species known to be on or near the site. Rats. 6. Energy and Natural Resources a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed projects energy needs? Describe whether it will be used for heating, manufacturing, etc. The project will use electrical energy for office equipment, lighting and convenience outlets and power. Natural gas will be used for water heating and space heating for all areas. b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. No. c. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: The facilities are designed to meet the Washington State Energy Code. Fixtures used will be selected for their conservation capabilities. 7. Environmental Health a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so, describe. No 1) Describe any known or possible contamination at the site from present or past uses. None known 2) Describe existing hazardous chemicals/conditions that might affect project development and design. This includes underground hazardous liquid and gas transmission pipelines located within the project area and in the vicinity. None known 3) Describe any toxic or hazardous chemicals that might be stored, used, or produced during the project's development or construction, or at any time during the operating life of the project. No toxic or hazrdous chemicals are to be used during construction. Storage of toxic or hazardous chemicals are minimal and are used only for maintenance and cleaning. Bulletin #050 — October 17, 2016 Page 7 of 15 k:\Handouts\Environmental Checklist CITY OF 0 to Federal Way Department of Community Development 33325 8`h Avenue South Federal Way, WA 98003-6325 253-835-2607;Fax 253-835-2609 www.citvorfederal%yay.com 4) Describe special emergency services that might be required. The emergency services required will be those normal throughout the community needed for response of police, fire, and EMT 5) Proposed measures to reduce or control environmental health hazards, if any: The building is fully alarmed, sprinkled, and equipped with devices to monitor and report hazards that might occur. The operations policies will prepare for any event allowing a quick response as the needs arise. b. Noise 1) What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? Traffic will create normal transportation noise but not be a significant impact to the function of the facility. 2) What types and levels of noise would be created by or associated with the project on a short- term or a long-term basis (for example: traffic, construction, operation, other)? Indicate what hours noise would come from the site. Temporary increase in noise from construction equipment will raise noise levels during construction. The completed project will not affect noise levels, since traffic volumes will not be increased as a result of this project. There will not be a long-term increase in noise resulting from this project beyond the normal urban business activity in core area. 3) Proposed measures to reduce or control noise impacts, if any: Other than the required perimeter landcaping being provided, no noise reductions are being considered. 8. Land and Shoreline Use a. What is the current use of the site and adjacent properties? Will the proposal affect current land uses on nearby or adjacent properties? If so, describe. The current use of the site is Church and Religious Services. The proposal will not affect current land uses as the use will not be changing. b. Has the project site been used as working farmlands or working forest lands? If so, describe. How much agricultural or forest land of long-term commercial significance will be converted to other uses as a result of the proposal, if any? If resource lands have not been designated, how many acres in farmland or forest land tax status will be converted to nonfarm or nonforest use? No. 1) Will the proposal affect or be affected by surrounding working farm or forest land normal business operations, such as oversize equipment access, the application of pesticides, tilling, and harvesting? If so, how: No. Bulletin #050 — October 17, 2016 Page 8 of 15 k:\Flandouts\Environmental Checklist CITY OF Federal Way c. Describe any structures on the site. Department of Community Development 33325 81h Avenue South Federal Way, WA 98003-6325 253-835-2607;Fax 253-835-2609 www.cityoifederalwa .cony There is a 16,222 SF Worship structure, a 9,670 SF Ministry building, a 7,806 SF two story Children's ministry building, and two modular buildings, 1,084 SF and 1,792 SF. d. Will any structures be demolished? If so, what? Yes, the 7,806 SF building will be demolished. The two smaller modular buildings will be removed from the site. e. What is the current zoning classification of the site? The current zone is RS9.6 f. What is the current comprehensive plan designation of the site? Single Family, High Density g. If applicable, what is the current shoreline master program designation of the site? None. h. Has any part of the site been classified as a critical area by the city or county? If so, specify. 1►C•a i. Approximately how many people would reside or work in the completed project? 20 people approximately. j. Approximately how many people would the completed project displace? None. k. Proposed measures to avoid or reduce displacement impacts, if any: None needed. 1. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: Architecturally, the building will comply with the City's Community Design Guidelines. Functionally, the Church will continue to provide a much needed use to the surrounding high density residences. The Church will continue its partneship with the School District to ensure fire and life safety measurements are met for both parties. in. Proposed measures to reduce or control impacts to agricultural and forest lands of long-term commercial significance, if any: None needed. 9. Housing a. Approximately how many units would be provided, if any? Indicate whether high, middle, or low- income housing. No housing units are required nor provided. Bulletin #050 — October 17, 2016 Page 9 of 15 k:\JIandouts\Environmental Checklist CITY OF Federal Way Department of Community Development 33325 81h Avenue South Federal Way, WA 98003-6325 253-835-2607;Fax 253-835-2609 www.ciLyoffederalway.com b. Approximately how many units, if any, would be eliminated? Indicate whether high-, middle-, or low-income housing. No units will be eliminated c. Proposed measures to reduce or control housing impacts, if any: None will be required. 10. Aesthetics a. What is the tallest height of any proposed structure(s), not including antennas; what is the principal exterior building material(s) proposed? 32'-0" is the tallest height of any portion of the proposed structure. Fiberglass reinforced concrete panels, structural CMU and CMU veneer are the proposed exterior building finishes to match the existing building. b. What views in the immediate vicinity would be altered or obstructed? No views would be altered or obstructeted by the project. c. Proposed measures to reduce or control aesthetic impacts, if any: Building modulation as required by the Community Design Guidelines and strategically designed landscaping will help to regulate any impacts from the proposal to the neighboring properties. 11. Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? LED wallpaks will be used for property security after dusk until dawn. b. Could light or glare from the finished project be a safety hazard or interfere with views? me c. What existing off -site sources of light or glare may affect your proposal? None known. d. Proposed measures to reduce or control light and glare impacts, if any: LED wallpaks will be sheilded and photocell controlled so that unnecessary lighting will not occur. A site plan with foot-candle design will be submitted to the City for review. 12. Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? Marine Hills Pool is to the west, Sacajawea Parks are to the east, and many shopping opportunities along Pacific Highway to the east. Bulletin 4050 — October 17, 2016 Page 10 of 15 k:\Handouts\Environmental Checklist CITY OF Federal Way Department of Community Development 33325 8'h Avenue South Federal Way, WA 98003-6325 253-835-2607;Fax 253-835-2609 www.citvoffederalway.com b. Would the proposed project displace any existing recreational uses? If so, describe. No. c. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: None are required. 13. Historic and Cultural Preservation a. Are there any buildings, structures, or sites, located on or near the site that are over 45 years old listed in or eligible for listing in national, state, or local preservation registers ? If so, specifically describe. b. Are there any landmarks, features, or other evidence of Indian or historic use or occupation? This may include human burials or old cemeteries. Are there any material evidence, artifacts, or areas of cultural importance on or near the site? Please list any professional studies conducted at the site to identify such resources. M c. Describe the methods used to assess the potential impacts to cultural and historic resources on or near the project site. Examples include consultation with tribes and the department of archeology and historic preservation, archaeological surveys, historic maps, GIS data, etc. None required. d. Proposed measures to avoid, minimize, or compensate for loss, changes to, and disturbance to resources. Please include plans for the above and any permits that may be required. None required. 14. Transportation a. Identify public streets and highways serving the site or affected geographic area and describe proposed access to the existing street system. Show on site plans, if any. The site is accessed to the south directly from South Dash Point Road. b. Is the site or affected geographic area currently served by public transit? If so, generally describe. If not, what is the approximate distance to the nearest transit stop? The site is not directly served by public transit. However, there are bus stops along Pacific Highway near the Dash Point intersection. Bulletin #050 — October 17, 2016 Page 11 of 15 k:\Handouts\Environmental Checklist Department of Community Development CITY OFF' 33325 8`h Avenue South Federal Way, WA 98003-6325 Federal Way 253-835-2607; Fax 253-835-2609 www.ci[yoffederal way.com c. How many additional parking spaces would the completed projector non -project proposal have? How many would the project or proposal eliminate? There will be no additional spaces. 30 spaces will be eliminated. d. Will the proposal require any new or improvements to existing roads, streets, pedestrian, bicycle or state transportation facilities, not including driveways? If so, generally describe (indicate whether public or private). A Traffic Impact Analysis by Heath & Associates indicate that a left turn is warranted at the mid entrance, Sacajawea Middle School. e. Will the project or proposal use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. No. f. How many vehicular trips per day would be generated by the completed projector proposal? If known, indicate when peak volumes would occur and what percentage of the volume would be trucks (such as commercial and nonpassenger vehicles). What data or transportation models were used to make these estimates? Sunday Peak Hour trips are approximately 104 (50 inbound/54 outbound) are estimated using modified ITE rates. See Section 4.1 of the Traffic Impact Analysis report. g. Will the proposal interfere with, affect or be affected by the movement of agricultural and forest products on roads or streets in the area? If so, generally describe. No. h. Proposed measures to reduce or control transportation impacts, if any: There are three vehicles that are used for the transportation of Church Members who are limitted in trasnsportation. There are two 15 passenger vans and one shuttle. 15. Public Services a. Would the project result in an increased need for public services (for example: fire protection, police protection, public transit, health care, schools, other)? If so, generally describe. No additonal need for an increase for public services. b. Proposed measures to reduce or control direct impacts on public services, if any. Sprinkler fire supression will be designed throughout, a monitored fire alarm, and security cameras will be installed as part of the project. 16. Utilities a. Circle utilities currently available at the site: natural gas1waterirefuse serviceUtteIephonclanitary sewerjseptic system, other Bulletin #050 — October 17, 2016 Page 12 of 15 k:\Handouts\Environmental Checklist ` c CITY OF Federal Way Department of Community Development 33325 8th Avenue South Federal Way, WA 98003-6325 253-835-2607;Fax 253-835-2609 www.ci ivoffederahaaX.com b. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity which might be needed. Electricity - PSE Sanitary Sewer- Lakehaven UD Natural Gas - PSE Storm Sewer - City of Federal Way Water - Lakehaven UD Telephone - Centurylink Refuge/Recy - Waste Management Cable - Comcast C. SIGNATURE The above answers are true and complete to the best of my knowledge. I understand that the lead agency is relying on1h(-,m to make its decision. 11 Signature: Name of Signee: Alan C. Keimig Position and Agency/Organization: Architect, The Keimig Assoicates Date Submitted: Bulletin #050 — October 17, 2016 Page 13 of 15 k:\Handouts\Environmental Checklist CITY OF FEDERAL WAY DEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES STAFF EVALUATION FOR ENVIRONMENTAL CHECKLIST - CHRIST'S CHURCH EXPANSION Federal Way File No: 02-101602-00-SE Related File No: 02-101601-00-UP NOTE: The purpose of this staff evaluation is to provide technical staff evaluation of the proposed action; supplement information contained in the environmental checklist and expanded studies; provide technical information unavailable to the applicant; correct inaccurate information; and recommend measures to the responsible official to mitigate identified environmental impacts. Technical reports and attachments referenced herein and in the environmental checklist may not be attached to all copies of this evaluation. Copies of reports, attachments, -or other documents may be reviewed and/or obtained by contacting the Department of Community Development Services (253-66I-4000, 33530 First Way South, PO Box 9718, Federal way, WA 98063-9718). SUMMARY OF PROPOSED ACTION The Christ's Church Expansion consists of a two-phase expansion plan for ail existing 18,714 square foot church use located on a 3.68 acre site. The proposal is for a Phase I addition of 24,067 square feet of new building space that includes expansions to the existing church building and a new 845-seat auditorium, with new classrooms, offices, and nursery. The proposed Phase II addition of 6,353 square feet includes a new kitchen and 2" a floor classroom addition. Parking will be provided at grade, both on and off Upon completion of a proposed parking lot addition at Sacajawea Junior High School, a total Pp parking stalls will be available to the church use from the junior High school site via a reciproeaing and access agreement. Upon compie ' n of Phase II, a total of 15.3 paved parking stalls will be provided on site, for a total parking count o 3 stalls both off and on site. LIST OF TECHNICAL REPORTS The following technical information was submitted as part of the development application: • SEPA Checklist, April 12, 2002 • Proposed Site Plan and Elevations, prepared by Broweleit Peterson Hammer, Architects, PS, 1/11/2002 & 6/10/2002 • Technical Information Report, prepared by Connie Linden, E.I.T., 5/8/2002 ■ Geotechnical Engineering Study prepared by Associated Earth Science, April 2, 2002 • Traffic Impact Analysis/TMP for Christ's Church Expansion/Master Plan prepared by Gibson Traffic Consultants, October 8, 2001 ATTACHMENTS Vicinity Map Site Plan (reduced scale) SEPA Checklist GENERAL PROJECT INFORMATION Project Name: Christ's Church Master Plan and Expansion Applicant: Steve Hammer Broweleit Peterson Hammer Architects 1962a 76's Avenue West Seattle, WA 98036 Location: 941 South Dash Point Road, (State Route 509). The subject property is located to the west of Sacajawea Junior High School in the southeast quarter of Section 5, Township 21 North, Range 4 East, W.M. Zoning: Single -Family Residential (RS9.6) Comp. Plan Designation: Single-family High Density ANALYSIS OF ENVIRONMENTAL CHECKLIST Following are staff responses to the elements of the environmental checklist (enclosed) indicating whether or not City staff concurs with the applicant's response to the checklist itetu, or staff clarification or amendment of the response. A. BACKGROUND 1-10. Concur with the checklist. 11. Phase 1 and 11 will create an additional 30,420 square feet of building area, not 16,000 square feet. The existing building area is 18,714 square feet and the site is 160,372 square feet in area. 12. Concur with the checklist. B. ENVIRONMENTAL ELEMENTS Earth a. There is approximately 30 feet of elevation change across the property. There is an upper, southern terrace separated from the lower north and northwest areas of the church property by a grade change in the middle of the site. An additional drop in Christ's Church Expansion File #02-101602-00-SE I nog, I-D. 20027 Staff Evaluation Page 2 elevation occurs along the north and northwest church property lines adjacent to South Dash Point Road. The grade at the western portion of the site near South Dash Point Road is steep, with a slope of 55 percent at the lower western corner of the lot. The site is currently developed with a 9,670 square foot multi -purpose building, a 7,806 square foot classroom building, and an existing portable building. b. The site contains areas that would be considered a steep slope hazard area tinder the City's definition (Federal Way City Code [FWCC] Section 22-1). However, in that no development is proposed on or within 25 feet of a steep slope hazard area, the proposed construction is not subject to the requirements of the Geologically Hazardous Areas Development provisions contained within FWCC Section 22-1286. c. Subsurface conditions at the project site were inferred from field exploration, visual reconnaissance, and review of applicable geologic literature. The exploration pits generally encountered loose to medium fill underlain by granular, glacially consolidated sediments. Where encountered in exploration pits, the existing fill soils ranged in thickness from approximately one to six feet. The till encountered at the site generally consisted of dense to very dense, moist, silty sand containing little gravel and trace cobbles. This till is interpreted to be representative of Vaslnon-age lodgement till. Review of a United States Geographical Society (USGS) geologic map entitled Geologic Map of the Poverty Bay Quadrangle, Washington, indicates that the areas of the subject site is underlain by till. No groundwater seepage was encountered in any of the exploration pits excavated at the site. d. The site is not within an identified landslide hazard area, as shown of the City of Federal Sensitive Areas Map. e. Concur with the checklist. f. The applicant must submit a Temporary Erosion and Sedimentation Control PIan (TESQ consistent with provisions of the FWCC to prevent and/or minimize erosion impacts during the construction phase of the project. g. Concur with the checklist. It. A TESC Plan must be approved and implemented in accordance with the City's engineering standards, in conjunction with filling and grading activities. Land surface modifications are regulated by FWCC Chapter 22 and the 1998 King County S211face Water Design Manual (KCSWDM), with the addendum as adopted by the City of Federal Way. Compliance with code provisions will prevent and/or minimize erosion impacts, thus no additional mitigation measures are necessary. Air a. Short-term effects to air quality will occur during construction and paving operations. Construction activity contributes to carbon monoxide levels through the operation of construction machinery, delivery equipment and materials, and worker access to the site by automobile. These activities also include the emissions of hydrocarbons and oxides of nitrogen, potentially elevating the level of photochemical oxidants, such as ozone, in the ambient air. Long-term impacts, due to vehicle and maintenance Christ's Church Expansion File 902-101602-00-SE / D... i.D. 2oo27 Staff Evaluation Page 3 equipment such as lawn niowers and emissions from employees' and visitors' vehicles, will vary in level according to the amount of traffic generated in the future by the proposal. b. Concur with the checklist. c. Compliance with local, state, and federal air quality standards provides sufficient mitigation of these potential impacts. In addition, the applicant's proposed landscaping will provide filtering of suspended particulates. 3. Water a. Surface 1-3) The site is within the Lower Puget Sound Basin. There are no surface water bodies or wetlands on or adjacent to the site. 2) The project does not require any work over, in, or adjacent to any surface water bodies. 3-6) Concur with the checklist. b. Ground 1-2) Concur with the checklist. There are no proposed groundwater withdrawals or discharges. C. Water Runoff (including stormwater) 1) Runoff from the roofs and parking areas will be collected using downspouts and catch basins and directed to new on site stormwater collection system, then routed into the adjacent Sacajawea Junior High School parking lot detention facility and water quality treatment facility prior to release into the City's drainage system. 2) As Avith all paved, developed areas, the site will contribute some pollutants to ground and surface waters, as these will be washed off the site by stormwater, into the drainage system. Potential stormwater impacts will be adequately mitigated by compliance with the requirements of all applicable City, state, and federal regulations. d. Concur with the checklist. Compliance with all applicable local, state, and federal regulations will ensure that surface water impacts are appropriately mitigated. No further mitigation nfeasures are necessary. 4. Plants a-d. An approved landscape plan in accordance with FWCC Chapter 22, Article XVII is required for this project. Therefore, no mitigation measures related to plants are necessary. Christ's Church Expansion Pile #02-101602-00-SE / Dm I.D. 20027 Staff Evaluation Page 4 Animals a-d. The site is located within the Pacific Flyway, a significant route for migratory waterfowl. There are no priority, threatened, or endangered species associated with the subject property. No impacts to animals are anticipated as a result of the proposed development. Therefore, no mitigation measures are necessary. 6. Energy and Natural Resources a-c. Concur with the checklist. 7. Environmental Health a. Environmental Health Hazards: 1-2) Normal emergency services are anticipated. The site has access to South Dash Point Road, a state route, suitable for emergency vehicle access. No further mitigation measures are necessary at this point, Noise 1-3) Noise levels will increase with the construction activity. Control measures include required conformance with local noise ordinances regulating hours of construction. An increase in noise levels due to traffic generated by this project is expected on a long-term basis. The majority of noise will be generated by vehicle traffic and will occur during the major commuter times, during the week, Compliance with the FWCC and implementation of the measures outlined in the checklist will sufficiently mitigate noise levels. No further mitigation measures are necessary at this point. Land and Shoreline Use a. The subject site is currently developed as a church use, consisting of Christ's Church. Properties surrounding the subject site include Sacajawea Junior High School to the east, City -owned Sacajawea Park, and single family residential uses to the north, south, and west, all of which are consistent with underlying zoning. b-c. Concur with the checklist. d. The existing portables will not be removed as part of this application. e. Concur with the checklist. £ The FWCP designation for the subject site is Single Family High Density. g. Concur with the checklist. Christ's Church Expansion Fite ##02-101602-00-SE/ 000Aa.20027 Staff Evaluation Page 5 lr. The 40 percent slope to the extreme west of the site along South Dash Point Road is a geologically hazardous area pursuant to FWCC. Section 22-1286, and as such is classified as an environmentally sensitive area. The potential for adverse impacts and any necessary mitigation measures are discussed in the relevant sections of this evaluation. i-1. Concur with the checklist. Housing a-c. No housing units will be eliminated, displaced, or created by the project. Thus no mitigation measures are necessary. 10. Aesthetics a-c. The midpoint of the highest elevation will be 43.6 feet above average building elevation. The zoned height limitation for structures in the Single Family Zoning District is 30 feet. A height variance for 13.6 feet will be a component of the Process IV, Hearing Examiner's Decision. The exterior of the proposed structures will be composed of colored stucco, eight -niches CMU with integral colors with four -inches CMU banding; and painted wood siding where future phases will abut building. No views in the immediate vicinity will be obstructed by the proposed structure. The surrounding neighborhood is a mixture of institutional and residential structures of varying architectural styles. The proposed development is subject to landscaping standards (FWCC Chapter 22, Article XVII) and community design guidelines (FWCC Chapter 22, Article XIX). No adverse aesthetic impacts are anticipated as a result of the proposed development. Therefore, no mitigation measures are necessary. 11. Light and Glare a-c. FWCC Sections 22-950 and 22-954 prohibit lighting levels from spilling over onto adjacent properties. No further light and glare related mitigation measures are necessary. 12. Recreation a-c. Sacajawea Park is located less than 500 feet to the east of the site. 13. Historic and Cultural Preservation a-c. Concur with the checklist. 14. Transportation a. Concur with the checklist. The site is accessed from South Dash Point Road (State Route 509). b. Concur with the checklist. Christ's Church Expansion File 402-101602-00-SE / nm j.n. zoon Staff Evaluation Page 6 C. Upon completion of a proposed parking lot addition at Sacajawea Junior High School, a total of 166 parking stalls will be available to the church use from the junior high school site via a reciprocal parking and access agreement. Upon completion of Phase 11, a total of 153 paved parking stalls will be provided on site, for a total parking count of 319 stalls both off and on site. d, Pursuant to FWCC Chapter 22, Article XVI, "Improvements," the applicant is required to dedicate nine feet of right-of-way on South Dash Point Road, and to construct improvements consisting of an eight -foot wide sidewalk, six-foot wide planter strip with street trees, and a three-foot utility strip all within a 78-foot right of way. On January 14, 2001, Stephen Matson, PE, of Baseline Engineering submitted a request for Right -of -Way modification from the dedication, curb, gutter, and sidewalk requirements along South Dash Point Road. The Public Works Departments issued a response to their modification request on March 29, 2002, modifying the planter strip requirement of the standards for the portion of the street section impacted by topographic conditions, or approximately 40 percent of the frontage as shown on submitted plans. As a result, a planter strip will be required along the frontage where there is not a rockery shown. The planter strip will be waived and an attached sidewalk will be allowed along the portion of the frontage where the rockery is constructed. Street trees will be required either in the planter strip, or behind the rockery. Additionally, the Public Works Department determined that the applicant would be required to establish a ten -foot wide sidewalk easement along South Dash Point Road or ten feet of right-of-way along South Dash Point Road deeded to the City via a Statutory Warranty Deed. Limits of dedication/easement to be determined during engineering plans review prior to building permit issuance. e. Concur with the checklist. f. Information related to existing and fiiture traffic generation associated with tile, Christ's Church expansion was provided by the applicant to identify traffic impacts and recommend mitigation measures associated with the development. The proposal is to construct a 30,420 square feet of church buildings, including classrooms. The classrooms will only be used on weekends, (no daily school or daycare is permitted as part of this application). Based on actual driveway counts and historical attendance figures, the proposed combined Phase I and Phase II expansion of Christ's Church will generate approximately 20 new PM peak hour trips and an average of 517 Sunday peak hour trips. g. The following required improvements shall be constructed and/or implemented as indicated below for phase one building: Access & Traffic Circulation FWCC Section 22-1543 provides access standards for streets based upon a planned cross-section. WAC 468-52-040 limits access spacing on state highways to 250 feet minimum. The proposed church expansion will utilize a driveway that does not meet access management requirerneats. The proposed project will increase the number of vehicles using the school/church access driveway that is about 105 feet away from 91' Place South. To mitigate the noncompliance with the adopted access management standards, the applicant agreed on the following: Christ's Church Expansion Fife #02-101602-00-SE / Doc. Ln. 20027 Staff Evaluation Page 7 1) Renew the reciprocal access/parking agreement with the Federal Way School District so that church traffic can continue to use school access driveways onto SR-509. 2) Construct a physical barrier at the church access driveway onto SR- 509 to allow only a right -in right -out access. Additional signing and/or pavement markings will also be required to indicate no left - turns are permitted from this specific driveway. . Sight Distance Per AASHTO standards, the entering sight distance shall allow a clear line of sight of 385 feet left of the church access driveway, and 450 feet left of the western school access driveway. The applicant shall clear/remove existing foliage/brush that is affecting the sight distance and is in the lines of sight at said driveways. Left Turn -Lane Warrants Per the WSDOT Design Manual, a f 00-foot westbound left -turn lane is warranted at the SR-509/access driveway at phase one of the project. Therefore, the applicant is required to construct the left turn lane at the westerly school driveway. All taper lengths shall be in accordance to the WSDOT Design Manual for the 40 mph posted speed limit. The applicant had a concern about the estimated trip generation and distribution as calculated by the traffic analyst. The concern is that the church might not generate the estimated trips that trigger the left turn lane warrants. Therefore, the applicant requested delaying the construction of the left turn lane to a future date. The City approved the applicant's request provided that he conducts a Traffic Access Plan as directed and approved by the City. The plan shall be conducted for a minimum of three years period from the occupancy of phase one building and may be extended for additional time period at the discretion of the City. The Traffic Access Plan consists of providing traffic control and conducting annual traffic reports prepared by a civil engineer licensed in the State of Washington. During the study period, the applicant is required to provide a uniformed police officer to direct traffic at the western school access driveway. At a minimum, the officer shall be active during all inbound church peak traffic conditions. In each traffic report, the engineer shall include monthly attendance figures and turning movement driveway traffic counts. The'final traffic report will also include the actual trip generation and distribution figures, the level of service at the access - driveways, and provide mitigation for any significant impact resulting from church trips. Each study will conclude if the left turn lane warrants are met for safety or capacity reasons. The final report will conclude with a recommendation of whether the left turn lane shall be constructed or not, or whether the police traffic control shall continue as long as permitted by the City. Christ's Church Expansion File B02-101602-00-SE / n.. ID. 20027 Staff Evaluation Page 8 Conclusions of Law Goals and policies adopted by the City of Federal Way, and contained in the FWCP, as a basis for the exercise of substantive SEPA authority to approve, condition, or deny proposed actions which are applicable to potential adverse environmental impacts resulting from this project include the following: TG2 Provide a safe, efficient, convenient, and financially sustainable transportation system with sufficient capacity to inove people, goods, and services at an acceptable level of service. TP10 Protect existing and acquire future right-of-way consistent with functional classification cross-section (transit, rail, bike, and pedestrian) needs. Require developments to dedicate right-of-way as needed for development commensurate with the impacts of the development. At a minimum, setback limits shall be used to assure that buildings are not placed within the right-of- way requirements for planned transportation facilities. Right-of-way dedication shall be commensurate with a development's impact to the existing and planned transportation system. TP11 Coordinate street and roadway improvement programs with appropriate state, regional, and local agencies. .TP16 The City's LOS standard shall be E. This is defined herein as a volume/capacity ratio less than 1.00 in accordance with Highway Capacity Manual (2000) operational analysis procedures. At signalized intersections, the analysis shall be conducted using a 120-second cycle length and level of service E is defined as less than 80 seconds of delay per vehicle. Where transit or HOV facilities are provided, the LOS shall be measured by average delay and volutne/ capacity ratio per person rather than.per vehicle. This standard shall be used to identify concutrency needs and mitigation of development impacts. For long-range transportation planning and concurrency analysis, a volume/capacity. ratio of 0.90 or greater will be used to identify Iocations for the more detailed operational analysis, TP17 Expand arterial capacity by constructing channelization improvements at intersections when they are an alternative to creating new lanes along a roadway corridor. TP22 Develop access management standards to minimize the number of curb cuts on arterials to improve pedestrian and vehicle safety. TP24 Consider safety first in the design of intersection improvements. TP38 Include sufficient area in rights -of -way for bike lanes, sidewalks, and landscaped medians to provide separation from motorized traffic as funds allow. Use landscaped medians to separate opposing traffic when safety and aesthetic purposes dictate the need. Christ's Church Expansion file B02-101602-00-SE / Doc. I.D. 20027 Staff Evaluation Page 9 TG3 Extend the functional life of the existing transportation system and increase its safe, efficient operation through application of TSM strategies. TP47 Access Management, placing restrictions on left turns across major arterial streets, will be used to reduce crash rates and extend capacity of major arterials, TG4 Enhance community livability and transportation by providing a connected system of pedestrian and bicycle ways that is integrated into a coordinated regional network. TP50 Provide sidewalks on both sides of all arterial streets as funding allows. TP54 Work to extend the existing system of sidewalks, bikeways, and equestrian ways in the city to provide safe access to public transit, neighborhood and business centers, parks, schools, public facilities, and other recreational attractions. SEPA Mitigation Based on the above policies and recommendations, the following mitigation measure should be implemented to minimize identified potential significant adverse transportation impacts: 1. As required by the Public Works Director, renew the reciprocal access/parking agreement with the Federal Way School District so that church traffic can continue to use school access driveways onto SR-509, prior to issuance of the Certificate of Occupancy (CO). 2. As required by the Public Works Director, convert the church access driveway onto SR-509 into a right -in, right -out only access, prior to issuance of the building permit. As required by the Public Works Director, entering sight distance shall allow a clear line of sight of 385 feet left of the church access driveway, and 450 feet left of the western school access driveway. The applicant shall clear/remove existing foliage/brush that is affecting the sight distance and is in the lines of sight per AASHTO standards, prior to issuance of the building permit. 4. As required by the Public Works Director, the applicant shall construct a 100- foot left turn lane along SR-509 at the westerly school driveway per Washington State Department of Transportation (WSDOT) Design standards with taper lengths in accordance to WSDOT Design Manual for the 40 mph posted speed limit. In lieu of such construction, the Director of Public Works has determined that the applicant may conduct a Traffic Access Plan as directed and approved by the Public Works Department, prior to issuance of the Certificate of Occupancy. The plan shall be conducted for a minimum of a three-year period from the occupancy of the phase one building, and may be extended for additional time period at the discretion of the Public Works Department. The Traffic Access Plan consists of providing traffic control and conducting annual traffic reports prepared by a civil engineer licensed -in the State of Washington. Christ's Church Expansion File #02-101602-00-SE / Dx_ ID. 20027 Staff Evaluation Page 10 As required by the Public Works Director, during the study period, the applicant is required to provide a uniformed police officer to direct traffic at the western school access driveway. At a minimum, the officer shail be active during all inbound church peak traffic conditions. As required by the Public'Works Director, at each traffic report the engineer shall include monthly attendance figures and turning movennent driveway traffic counts. The final traffic report will also include the actual trip generation and distribution figures, tine level of service at the access driveways, and provide mitigation for any significant impact resulting from church trips. Each study will conclude if the left turn lane warrants are met for safety or capacity reasons. Tile final report will conclude with a recommendation of whether the left turn lane shall be constructed or not, or whether the police traffic control shall continue as long as permitted by the Public Works Department, 15. Public Services a-b. Concur with the checklist. 16. Utilities a-b. The Lakehaven Utility District provides sanitary sewer and water service. New and renovated structures will connect to the existing sanitary sewer system located in South Dash Point Road. Connections and upgrades to the on -site water distribution system are also proposed. The Lakehaven Utility District reviews sanitary sewer and water system connections. The Public Works Department reviews connection to the City's existing storm sewer system. No adverse utility related impacts are anticipated, thus no mitigation measures are necessary. Power, telecommunications, and gas are available in tine project vicinity and will be connected accordingly. CONCLUSION Based on staff analysis of the application, completed SEPA cltecklist, consultant's reports, and applicable City and county regulatioIs and policies, the proposal call be found to not have a probable significant adverse impact on the environment, provided that the conditions are properly implemented pursuant to a Mitigated Determination of Nonsignifrcannce (MDNS). Conditions of the MDNS are based upon impacts identified within tine environmental checklist, attachments, exhibits, supplemental reports as listed, and the above "Staff Evaluation for Environmental Checklist," and are supported by plans, policies, and regulations forinally adopted by the City for the exercise of substantive authority under SEPA to approve, condition, or deny proposed actions. The City reserves the right to review any further revisions or alterations to the site or the proposal in order to determine the environmental significance or nonsignificance of the project at that point in time. Prepared by: Jane Gamble, Associate Planner, 253-661-4120 Date: December 17, 2002 Christ's Church Expansion File 402-I01602-00-SE / Doo.ln. 20027 Staff Evaluation Page 11 Department of Community Development CITY OF� RECEIVED 33325 8ch Avenue South Federal Way, WA 98003-6325 Federal Way FEB 19 2020 253-835-2607; Fax 253-835-2609 www.city-offederalway.com CITY OF FEDERAL WAY MMMLMIITY DEVELOPMENT SEPA ENVIRONMENTAL CHECKLIST Purpose of Checklist Governmental agencies use this checklist to help determine whether the environmental impacts of your proposal are significant. This information is also helpful to determine if available avoidance, minimization or compensatory mitigation measures will address the probable significant impacts or if an environmental impact statement will be prepared to further analyze the proposal. Instructions for Applicants This environmental checklist asks you to describe some basic information about your proposal. Please answer each question accurately and carefully, to the best of your knowledge. You may need to consult with an agency specialist or private consultant for some questions. You may use "not applicable " or "does not apply" only when you can explain why it does not apply and not when the answer is unknown. You may also attach or incorporate by reference additional studies reports. Complete and accurate answers to these questions often avoid delays with the SEPA process as well as later in the decision -making process. The checklist questions apply to all parts of your proposal, even if you plan to do them over a period of time or on different parcels of land. Attach any additional information that will help describe your proposal or its environmental effects. The agency to which you submit this checklist may ask you to explain your answers or provide additional information reasonably related to determining if there may be significant adverse impact. Instructions for Lead Agencies Please adjust the format of this template as needed. Additional information may be necessary to evaluate the existing environment, all interrelated aspects of the proposal and an analysis of adverse impacts. The checklist is considered the first but not necessarily the only source of information needed to make an adequate threshold determination. Once a threshold determination is made, the lead agency is responsible for the completeness and accuracy of the checklist and other supporting documents. Use of Checklist for Nonproject Proposals For nonproject proposals (such as ordinances, regulations, plans and programs), complete the applicable parts of sections A and B plus the SUPPLEMENTAL SHEET FOR NONPROJECT ACTIONS (part D). Please completely answer all questions that apply and note that the words "project," "applicant," and "property or site" should be read as "proposal," "proponent," and "affected geographic area," respectively. The lead agency may exclude (for non -projects) questions in Part B - Environmental Elements that do not contribute meaningfully to the analysis of the proposal. Bulletin #050 — October 17, 2016 Page 1 of 15 k:\Handouts\Environmental Checklist CITY OF Federal Way A. BACKGROUND 1. Name of proposed project, if applicable: Christ's Church, Ministry Center 2. Name of applicant: The Keimig Associates 3. Address and phone number of applicant and contact person: Depal Lment of Community Development 33325 8`h Avenue South Federal Way, WA 98003-6325 253-835-2607;Fax 253-835-2609 ,.vww.citvoff deralw .corn Alan Keimig, 307 D Street SE, Auburn, WA 98002, 253-939-3232 4. Date checklist prepared: November 29, 2018. REVISED September 4, 2019 Agency requesting checklist: City of Federal Way Proposed timing or schedule (including phasing, if applicable): Single Phase Constrcution, to start in Summer of 2019. 7. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. No further future plans for additions or expansion. 8. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. None known. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. No. 10. List any government approvals or permits that will be needed for your proposal, if known. - Process IV Land Use Application - Community Design Guidelines - Tree & Vegetation Retention/Replacement Plan - Site Development Permit - Program Rule Authorization or State Discharge Permit from WA DOE (required for Underground Injection Control) k:\Handouts\Environmental Checklist Bulletin #050 — October 17, 2016 Page 2 of 15 Department of Community Development [�7v o� 33325 81h Avenue South Federal Way, WA 98003-6325 Federal Way 253-835-2607; Fax 253-835-2609 w ww. ci;ya rred era] way. cpm 11. Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. (Lead agencies may modify this form to include additional specific information on project description.) Construct a two-story (32,640 SF), fully conditioned, Type VA fully sprinkled, multi -purpose Church facility to include classrooms and offices. Construction will include full site development, landscaping, utilities, and fire line. 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. 941 South Dash Point Road, Federal Way, WA 98003. QSTR: SE-5-21-4 B. ENVIRONMENTAL ELEMENTS 1. Earth a. General description of the site: (circle one): Flat, rollingesteep slopes, mountainous, other b. What is the steepest slope on the site (approximate percent slope)? 50% c. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any agricultural land of long-term commercial significance and whether the proposal results in removing any of these soils. Soil type, as mapped by USDA, is Arents Alderwood material type AmC for the entire site. Arents-Alderwood materials are Alderwood soils that have been substantially disturbed by urban development, but still have many features of Alderwood soils. d. Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. None known. e. Describe the purpose, type, total area, and approximate quantities and total affected area of any filling, excavation, and grading proposed. Indicate source of fill. Grading and filling will occur under the porposed building. Grading will also occur for for an above ground stormwater pond. f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. With any clearing and grading actions there is always the potential for erosion. The implementation of applicable erosion control BMPs will limit the potential for erosion. Bulletin #050 — October 17, 2016 Page 3 of 15 k:\Handouts\Environmental Checklist DeparLment of Community Development CITY of �� 33325 81h Avenue South Federal Way, WA 98003-6325 Federal Way 253-835-2607; Fax 253-835-2609 www.cityotTederalway.com g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? Approximately 65.3% of the site will be impervious. h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: A Temporary Erosion and Sediment Control Plan per City of Federal Way standards will be in -place until on -site construction operations have concluded and the site is fully stabilized. 2. Air A current copy of the Construction SWPPP will be on -site at all times. a. What types of emissions to the air would result from the proposal during construction, operation, and maintenance when the project is completed? If any, generally describe and give approximate quantities if known. Normal amounts of emissions will result from the operations of equipment during construction Best management practices will be continually employed to minimize dust and emissions. Construction activity and equipment operation will be required to comply with applicable air quality standards. No increase air emissions will result from the completed project. b. Are there any off -site sources of emissions or odor that may affect your proposal? If so, generally describe. M c. Proposed measures to reduce or control emissions or other impacts to air, if any: Vigilance and continual monitoring and employment of Best Management Practices will be employed to control emissions and impacts to the air. 3. Water a. Surface Water: 1) Is there any surface water body on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. No. 2) Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? if yes, please describe and attach available plans. No. 3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. No fill or dredge materials are proposed to be placed or removed from any identified surface water or wetland. 4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. No water will be withdrawn. Bulletin #050 — October 17, 2016 Page 4 of 15 k:\Handouts\Environmental Checklist Department of Community Development CITY of 33325 8`h Avenue South Federal Way, WA 98003-6325 Federal Way 253-835-2607; Fax 253-835-2609 www.cilvoffederalway.com 5) Does the proposal lie within a 100-year floodplain? If so, note location on the site plan The proposal does not lie within a 100-year floodplain. 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. There will be no discharges of waste materials to surface waters. b. Ground Water: 1) Will groundwater be withdrawn from a well for drinking water or other purposes? If so, give a general description of the well, proposed uses and approximate quantities withdrawn from the well. Will water be discharged to groundwater? Give general description, purpose, and approximate quantities if known. No ground water will be withdrawn. We are currently evaluating the potential of an injection well to infiltrate clean stormwater runoff. 2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: domestic sewage; industrial, containing the following chemicals... ; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. The project does not create any waste materials other than what is discharged directly into the sanitary; sewer system. c. Water runoff (including stormwater): 1) Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters? If so, describe. Stormwater runoff from all proposed hard surfaces (roofs and pavements) will be collected and tightlined to an underground detention system to reduce the peak flows from the project site. Prior to discharge, stormwater will be treated to meet current federal way water quality standards. After treatment stormwater will be either conveyed to the municipal drainage system or infiltrated into the substrate soils. 2) Could waste materials enter ground or surface waters? If so, generally describe. With the correct BMPs in place, there is minimal potential for waste from equipment storage and use, eroding soil, or other wastes generated during construction activities to enter either ground or surface waters. However, common pollutants from parked vehicles may collect on impervious surfaces and be washed into the storm drainage system. Common pesticides and nutrients from landscaping areas may also enter the storm drainage system, but these will be treated with the proposed on -site treatment systems. 3) Does the proposal alter or otherwise affect drainage patterns in the vicinity of the site? If so, describe. No. d.Proposed measures to reduce or control surface, ground, and runoff water, and drainage pattern impacts, if any: All required storm water will be collected to provide for a clean approved release. Stormwater quality mitigation efforts will include the use of sand filters or other approved BMPs. [quantity control will be provided by either a detention pond or underground injection control. Temporary BMP's during construction may include silt fences and other BMP's may be employed. Bulletin #050 — October 17, 2016 Page 5 of 15 k:\Handouts\Environmental Checklist CITY OF Federal Way 4. Plants a. Check the types of vegetation found on the site: deciduous tree: alder, maple, aspen, other evergreen tree: fir, cedar, pine, other shrubs s Department of Community Development 33325 8`h Avenue South Federal Way, WA 98003-6325 253-835-2607; Fax 253-835-2609 www.r,ityoffederaiwU.com _��asture crop or grain Orchards, vineyards or other permanent crops. wet soil plants: cattail, buttercup, bullrush, skunk cabbage, other water plants: water lily, eelgrass, milfoil, other other types of vegetation b. What kind and amount of vegetation will be removed or altered? The site will be landscaped as required to meet regulations using native plant materials to the greatest extent possible. c. List threatened and endangered species known to be on or near the site. None known d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: The site will be appropriately landscaped with native materials to the greatest extent possible and per requested regulations. A good majority of the existing vegetation will be left in its natural state. New landscaping throughout the project will be drought tolerant landscaping. e. List all noxious weeds and invasive species known to be on or near the site. Observed invasives: Himalayan blackberry (Rubus armeniacus), English ivy (Hedera helix), English holly (Ilex aquifolium), and English laurel (Prunus laurocerasus). 5. Animals a. List any birds and other animals which have been observed on or near the site or are known to be on or near the site. Examples include: birds hawk eron agle songbirds, Cher: mammals: deer, bear, elk, beaver, other: fish: bass, salmon, trout, herring, shellfish, other: b. List any threatened and endangered species known to be on or near the site. None known Bulletin #050 — October 17, 2016 Page 6 of 15 k:\Handouts\Environmental Checklist CITY of/ Federal Way c. Is the site part of a migration route? If so, explain. me d. Proposed measures to preserve or enhance wildlife, if any: Department of Community Development 33325 8`h Avenue South Federal Way, WA 98003-6325 253-835-2607;Fax 253-835-2609 www, ci iyof fed eral way.co m The native plans selected for landscaping the site will provide enhanced habitats and provide opportunities for shelter and forging. e. List any invasive animal species known to be on or near the site. Rats. 6. Energy and Natural Resources a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. The project will use electrical energy for office equipment, lighting and convenience outlets and power. Natural gas will be used for water heating and space heating for all areas. b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. No. c. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: The facilities are designed to meet the Washington State Energy Code. Fixtures used will be selected for their conservation capabilities. 7. Environmental Health a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so, describe. No 1) Describe any known or possible contamination at the site from present or past uses. None known 2) Describe existing hazardous chemicals/conditions that might affect project development and design. This includes underground hazardous liquid and gas transmission pipelines located within the project area and in the vicinity. None known 3) Describe any toxic or hazardous chemicals that might be stored, used, or produced during the project's development or construction, or at any time during the operating life of the project. No toxic or hazrdous chemicals are to be used during construction. Storage of toxic or hazardous chemicals are minimal and are used only for maintenance and cleaning. Bulletin #050 — October 17, 2016 Page 7 of 15 k:\Handouts\Environmental Checklist 4%L Department of Community Development 33325 8ch Avenue South CITY OF �� Federal Way, WA 98003-6325 Federal Way 253-835-2607;Fax 253-835-2609 www. cit vof federal way.corn 4) Describe special emergency services that might be required. The emergency services required will be those normal throughout the community needed for response of police, fire, and EMT 5) Proposed measures to reduce or control environmental health hazards, if any: The building is fully alarmed, sprinkled, and equipped with devices to monitor and report hazards that might occur. The operations policies will prepare for any event allowing a quick response as the needs arise. b. Noise 1) What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? Traffic will create normal transportation noise but not be a significant impact to the function of the facility. 2) What types and levels of noise would be created by or associated with the project on a short- term or a long-term basis (for example: traffic, construction, operation, other)? Indicate what hours noise would come from the site. Temporary increase in noise from construction equipment will raise noise levels during construction. The completed project will not affect noise levels, since traffic volumes will not be increased as a result of this project. There will not be a long-term increase in noise resulting from this project beyond the normal urban business activity in core area. 3) Proposed measures to reduce or control noise impacts, if any: Other than the required perimeter landcaping being provided, no noise reductions are being considered. 8. Land and Shoreline Use a. What is the current use of the site and adjacent properties? Will the proposal affect current land uses on nearby or adjacent properties? If so, describe. The current use of the site is Church and Religious Services. The proposal will not affect current land uses as the use will not be changing. b. Has the project site been used as working farmlands or working forest lands? If so, describe. How much agricultural or forest land of long-term commercial significance will be converted to other uses as a result of the proposal, if any? If resource lands have not been designated, how many acres in farmland or forest land tax status will be converted to nonfarm or nonforest use? No. 1) Will the proposal affect or be affected by surrounding working farm or forest land normal business operations, such as oversize equipment access, the application of pesticides, tilling, and harvesting? If so, how: No. Bulletin #050 — October 17, 2016 Page 8 of 15 k:\Handouts\Environmental Checklist CITY OF Federal Way c. Describe any structures on the site. Department of Community Development 33325 8`h Avenue South Federal Way, WA 98003-6325 253-835-2607; Fax 253-835-2609 www, coo ffederalway.com There is a 16,222 SF Worship structure, a 9,670 SF Ministry building, a 7,806 SF two story Children's ministry building, and two modular buildings, 1,084 SF and 1,792 SF. d. Will any structures be demolished? If so, what? Yes, the 7,806 SF building will be demolished. The two smaller modular buildings will be removed from the site. e. What is the current zoning classification of the site? The current zone is RS9.6 f. What is the current comprehensive plan designation of the site? Single Family, High Density g. If applicable, what is the current shoreline master program designation of the site? None. h. Has any part of the site been classified as a critical area by the city or county? If so, specify. No. i. Approximately how many people would reside or work in the completed project? 20 people approximately. j. Approximately how many people would the completed project displace? None. k. Proposed measures to avoid or reduce displacement impacts, if any: None needed. 1. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: Architecturally, the building will comply with the City's Community Design Guidelines. Functionally, the Church will continue to provide a much needed use to the surrounding high density residences. The Church will continue its partneship with the School District to ensure fire and life safety measurements are met for both parties. in. Proposed measures to reduce or control impacts to agricultural and forest lands of long-term commercial significance, if any: None needed. 9. Housing a. Approximately how many units would be provided, if any? Indicate whether high, middle, or low- income housing. No housing units are required nor provided. Bulletin #050 — October 17, 2016 Page 9 of 15 k:\Handouts\Environmental Checklist �1 CITY OF tir Y' Federal Way Department of Community Development 33325 8ch Avenue South Federal Way, WA 98003-6325 253-835-2607;Fax 253-835-2609 %v,k"Y. citvof fedcrahvay.coni b. Approximately how many units, if any, would be eliminated? Indicate whether high-, middle-, or low-income housing. No units will be eliminated c. Proposed measures to reduce or control housing impacts, if any: None will be required. 10. Aesthetics a. What is the tallest height of any proposed structure(s), not including antennas; what is the principal exterior building material(s) proposed? 32'-0" is the tallest height of any portion of the proposed structure. Fiberglass reinforced concrete panels, structural CMU and CMU veneer are the proposed exterior building finishes to match the existing building. b. What views in the immediate vicinity would be altered or obstructed? No views would be altered or obstructeted by the project. c. Proposed measures to reduce or control aesthetic impacts, if any: Building modulation as required by the Community Design Guidelines and strategically designed landscaping will help to regulate any impacts from the proposal to the neighboring properties. 11. Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? LED wallpaks will be used for property security after dusk until dawn. b. Could light or glare from the finished project be a safety hazard or interfere with views? No. c. What existing off -site sources of light or glare may affect your proposal? None known. d. Proposed measures to reduce or control light and glare impacts, if any: LED wallpaks will be sheilded and photocell controlled so that unnecessary lighting will not occur. A site plan with foot-candle design will be submitted to the City for review. 12. Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? Marine Hills Pool is to the west, Sacajawea Parks are to the east, and many shopping opportunities along Pacific Highway to the east. Bulletin #050 — October 17, 2016 Page 10 of 15 k:\Handouts\Environmental Checklist 4%kL Department of Community Development CITY of �� 33325 81h Avenue South Federal Way, WA 98003-6325 Federal Way 253-835-2607; Fax 253-835-2609 www.citvoffederalway.com b. Would the proposed project displace any existing recreational uses? If so, describe. No. c. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: None are required. 13. Historic and Cultural Preservation a. Are there any buildings, structures, or sites, located on or near the site that are over 45 years old listed in or eligible for listing in national, state, or local preservation registers ? If so, specifically describe. No. b. Are there any landmarks, features, or other evidence of Indian or historic use or occupation? This may include human burials or old cemeteries. Are there any material evidence, artifacts, or areas of cultural importance on or near the site? Please list any professional studies conducted at the site to identify such resources. No. c. Describe the methods used to assess the potential impacts to cultural and historic resources on or near the project site. Examples include consultation with tribes and the department of archeology and historic preservation, archaeological surveys, historic maps, GIS data, etc. None required. d. Proposed measures to avoid, minimize, or compensate for loss, changes to, and disturbance to resources. Please include plans for the above and any permits that may be required. None required. 14. Transportation a. Identify public streets and highways serving the site or affected geographic area and describe proposed access to the existing street system. Show on site plans, if any. The site is accessed to the south directly from South Dash Point Road. b. Is the site or affected geographic area currently served by public transit? If so, generally describe. If not, what is the approximate distance to the nearest transit stop? The site is not directly served by public transit. However, there are bus stops along Pacific Highway near the Dash Point intersection. Bulletin #050 — October 17, 2016 Page 11 of 15 k:\Handouts\Environmental Checklist Department of Community Development t�Tv off 33325 8`h Avenue South Federal Way, WA 98003-6325 Federal Way253-835-2607; Fax 253-835-2609 w ww, c itvo ffederal way.com c. How many additional parking spaces would the completed project or non -project proposal have? How many would the project or proposal eliminate? There will be no additional spaces. 30 spaces will be eliminated. d. Will the proposal require any new or improvements to existing roads, streets, pedestrian, bicycle or state transportation facilities, not including driveways? If so, generally describe (indicate whether public or private). A Traffic Impact Analysis by Heath & Associates indicate that a left turn is warranted at the mid entrance, Sacajawea Middle School. e. Will the project or proposal use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. (� f. How many vehicular trips per day would be generated by the completed project or proposal? If known, indicate when peak volumes would occur and what percentage of the volume would be trucks (such as commercial and nonpassenger vehicles). What data or transportation models were used to make these estimates? Sunday Peak Hour trips are approximately 104 (50 inbound/54 outbound) are estimated using modified ITE rates. See Section 4.1 of the Traffic Impact Analysis report. g. Will the proposal interfere with, affect or be affected by the movement of agricultural and forest products on roads or streets in the area? If so, generally describe. 01 h. Proposed measures to reduce or control transportation impacts, if any: There are three vehicles that are used for the transportation of Church Members who are limited in transportation. There are two 15 passenger vans and one shuttle. Install left turn lane on SR 509 as identified in the TIA. Traffic impact fee payment shail be consistent with City code. 15. Public Services a. Would the project result in an increased need for public services (for example: fire protection, police protection, public transit, health care, schools, other)? If so, generally describe. No additonal need for an increase for public services. b. Proposed measures to reduce or control direct impacts on public services, if any. Sprinkler fire supression will be designed throughout, a monitored fire alarm, and security cameras will be installed as part of the project. 16. Utilities a. Circle utilities currently available at the site: electricitynatural other Bulletin 4050 — October 17, 2016 Page 12 of 15 itary sewer, system, k:\Handouts\Environmental Checklist Department of Community Development 33325 81h Avenue South CITY of Federal Way, WA 98003-6325 Federal Inlay 253-835-2607; Fax 253-835-2609 www.citvoffederalwa.com .co b. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity which might be needed. Electricity - PSE Sanitary Sewer - Lakehaven UD Natural Gas - PSE Storm Sewer - City of Federal Way Water - Lakehaven UD Telephone - Centurylink Refuge/Recy - Waste Management Cable - Comcast C. SIGNATURE The above answers are true and complete to the best of my knowledge. I understand that the lead agency is relying on them to make its decision. Signature: Name of Signee: Alan C. Keim Position and Agency/Organization: Architect, The Keimig Assoicates Date Submitted (Revised): Bulletin #050 — October 17, 2016 Page 13 of 15 k:\Handouts\Environmental Checklist 4§�- CITY OF Federal Way DEPARTMENT OF COMMUNITY DEVELOPMENT STAFF REPORT TO THE FEDERAL WAY HEARING EXAMINER Christ's Church Ministry Expansion Federal Way File No.19-102839-UP PUBLIC HEARING October 12, 2020 3:00 p.m. Via Zoom ■ Link to join the webinar: I�iEps icit�,lfccict',�I. ;. ,oln_._usrl9198796328?piKd=WkIN'!'DM2TX32YTFWUTUvSXB3OE40T-x09 Passeode:174753 Listen to the live meeting: (888) 788-0099 or (253) 215-8782, Meeting ID: 919 8796 3248 • Watch from the Zoom mobile app with meeting: 919 8796 3248 and passcode: 174753 Report Prepared by: Senior Planner Jim Harris October 5, 2020 Table of Contents I. PROJECT INFORMATION AND BACKGROUND....................................................................................I II. REQUESTED DECISION AND PROJECT PROPOSAL............................................................................. I III. ENVIRONMENTAL REVIEW................................................................................................................2 IV. COMMENTS RECEIVED ON LAND USE APPLICATION........................................................................2 V. CONSULTED DEPARTMENTS AND AGENCIES....................................................................................2 VI. NONCONFORMING DEVELOPMENT....................................................................... ....................... .....2 VII. GENERAL CHARACTERLSTICs OF SITE AND VICINITY......................................................................3 VIII. SITE DESIGN......................................................................................................................................3 IX. COMMUNITY DESIGN GUIDELINES...................................................................................................5 X. TRANSPORTATION.............................................................................................................................6 M. ANALYSIS OF FWRC 19.70.150(3) PROCESS IV DECISION CRITERIA ..............................................6 MI. STATEMENT OF FACTS & CONCLUSIONS..........................................................................................8 XIII. STAFF RECOMMENDATION..............................................................................................................10 LISTOF EXHIBITS.........................................................................................................................................I I I. L" PROJECT INFORMATION AND BACKGROUND Name of Project: Christ's Church Ministry Building Expansion City File No(s): Process IV File 19-102839-UP and SEPA Environmental Review Files 19-101462-SE & 20-101893-SE Staff Recommendation: Approval with Conditions Summary of Proposal: Construction of a proposed two-story, 33,000 square foot church ministry building, along with paving and upgrading a parking lot, stormwater improvements, site access improvements, and site landscaping. The site is comprised of one single-family zoned parcel approximately 3.7 acres in size. (Exhibit A Master Land Use Application) Site Location: The subject property address is 941 Dash Point Road South (SR 509), Federal Way, WA 98003. Subject property is represented by the following parcel identification number: 052104-9092. A vicinity map is enclosed as Exhibit B. Applicant/Agent: Alan Keimig, The Keimig Associates, 307 D Street SE, Auburn, WA 98002 Comprehensive Plan & Zoning Designations: Single Family High Density and RS 9.6 respectively Key Dates: March 28, 2019, Master Land Use Application Submitted June 21, 2019, Application Determined Complete June 28, 2019, Notice of Application and Optional DNS Issued September 13, 2019, Final SEPA DNS Issued May 27, 2020, SEPA DNS Addendum Issued May 31, 2020, Community Design Guidelines Decision Issued September 25, 2020, Notice of Public Hearing City Staff Representative: Senior Planner Jim Harris, 253-350-9283, iim.iiarris(acitvoffederalwa),.coni REQUESTED DECISION & PROJECT PROPOSAL The applicant is requesting a Process IV "Hearing Examiner" decision pursuant to Chapter 19.70 of the Federal Way Revised Code (FWRC). Church use within a single-family residential zoned neighborhood is subject to a Process IV land use review pursuant to FWRC 19.200.050. Pursuant to FWRC 19.15.030(3), the proposed building expansion and site improvements at the existing developed site are subject to Process IV review (not exempt from Process IV due to size), which is the required underlying review process for a church in an RS zoning district. Staff Report to the Hearing Examiner Page 1 of 11 Christ's Church Ministry Expansion File Number 19-102839-UP / Doc ID 80809 M. FLY kv As shown on the site plans (Exhibit C), the project applicant proposes to construct a two-story, 33,000 square -foot church ministry building at 941 Dash Point Road South. There is presently a church use established at the site, and the subject property is developed with multiple church use buildings. Additional proposed site improvements concurrent with building construction include site preparation to accommodate: new stormwater facilities; parking lot area improvements; lighting; fenced garbage/recycling enclosure; and site landscaping. ENVIRONMENTAL REvIEw The proposed improvements exceed State Environmental Policy Act (SEPA) flexible thresholds adopted by the city, specifically FWRC 14.15.030(1)(c), "For office, commercial, recreational, service or storage buildings up to 12,000 square feet gross floor area, and up to 40 parking spaces." Therefore, an environmental threshold determination is required prior to any land use decision or building permit. Determination of Nonsignificance — Following staff review of the environmental checklist (Exhibit D), the city's Responsible Official issued a Notice of Application (NOA) and Optional Determination of Nonsignificance (DNS) for the proposal on June 28, 2019 (Exhibit E). Agencies with jurisdiction were notified of the determination and public notice was provided via procedures within the city's environmental policy. No public comments were received The city's Responsible Official issued a final DNS on September 13, 2019, and no appeals were received regarding the environmental determination (Exhibit .F). On May 27, 2020, the city's Responsible Official issued a SEPA Addendum to the DNS, relating to change in stormwater management for the proposal (Exhibit G). COMMENTS RECEIVED ON LAND USE APPLICATION As of the date of this report, there have been no public comments received by the city on the proposal. CONSULTED DEPARTMENTS AND AGENCIES The following departments, agencies, and individuals were advised of this application: City of Federal Way Development Review Committee (DRC), consisting of Community Development Planning and Building Divisions; Public Works Development Services and Traffic Divisions; Lakehaven Water & Sewer District; and South King Fire & Rescue. DRC comments have been incorporated into this report where applicable. 2. All property owners within 300 feet of the site were mailed the NOA and Optional DNS on June 28, 2019, and the Notice of Public Hearing on September 25, 2020. 3. In accordance with SEPA and FWRC Title 14, "Environmental Policy," all property owners and occupants within 300 feet of the site, and all affected agencies and tribes, were notified of the proposed action and the city's environmental determination. In addition, the site was posted and notice placed in the newspaper and on the city's official notice boards. V1. NONCONFORMING DEVELOPMENT The proposed 33,000 square foot building expansion is subject to Chapter 19.30 of the FWRC, as the site is developed and some aspects of the existing site improvements do not comply with applicable FWRC standards. Specifically, under FWRC 19.30.090, the size of the proposed church expansion exceeds the thresholds for nonconforming development, therefore, all nonconforming Staff Report to the Hearing Examiner Page 2 of 11 Christ's Church Ministry Expansion File Number 19-102839-UP / Doc ID 80809 aspects of a development must be brought into conformance. Nonconforming development on the site includes the front perimeter landscape strip and nonconforming parking lot landscaping in the existing parking area. City staff recom mends a condition of approval requiring minor upgrades to the front landscape area and existing parking lot landscape islands to make them compliant with FWRC 19.125 and FWRC 19.30.090. VU. GENERAL CHARACTERISTICS OF SITE AND VICINITY The subject property is comprised of one single-family residential zoned parcel totaling approximately 3.7 acres (161,000 square feet). Existing built environment includes several existing church use buildings totaling approximately 37,000 square feet of building, associated parking area, and site improvements. Approximately 11,000 square feet of existing building area will be removed in order to construct the new 33,000 square foot church ministry building. Surrounding land uses and zoning designations are as shown below: Zoning Use Subject Property — RS 9.6 Church East — RS 9.6 Sacajawea Middle School South — RS 7.2 Existing Single -Family Residences North — RS 9.6 Dash Point Road and Single -Family Residences beyond West — RS 9.6 Dash Point Road and Single -Family Residences beyond FWRC 19.200.050 allows church uses within RS zones subject to Process IV land use approval. VM. SITE DESIGN a) Church Building Improvements Setbacks and Height— The applicant proposes a two-story, 33,000 square -foot church ministry building to be located in the southerly portion of the subject property. The proposed two-story building will contain multiple modulations, awnings, a pedestrian plaza at the northeast corner of the building, and foundation landscaping. As shown on the site plan (Exhibit C), the proposed new building dimensions measure approximately 160 feet length and 90 feet in width. The building as proposed meets the minimum 30-foot building setback required from all property lines per FWRC 19.200.050. As shown on the exterior elevation plans (Exhibit C), the proposed building measures 32.5 feet height above average building elevation at its highest point. The proposed building height meets the FWRC 19.200.050 maximum building height standard. The FWRC permits an outright building height of 30 feet for church use. Note #6 in FWRC 19.200.050 allows a building height increase up to a maximum of 40 feet if the criteria in note #6 are met. The proposed 32.5-foot height meets the subject note #6 criteria as follows: a) the additional 2.5 feet building height is necessary to accommodate the gymnasium and church assembly uses. The clear floor to ceiling height is 22 feet, plus the depth of the trusses and parapets, as explained in the June 1, 2020, applicant email to the city; b) The proposed building location 38 feet from the south property line meets this note criteria by increasing the building setback by one foot for each foot the structure exceeds 30 feet height; and c) The increased building height does not block any views designated by the comprehensive plan. Staff Report to the Hearing Examiner Page 3 of 11 Christ's Church Ministry Expansion File Number 19-102839-UP / Doc ID 80809 b) Stormwater Improvements —Pursuant to thresholds within FWRC 16.25.020, full drainage review is required. The proposal is required to meet all requ i rements of the 2016 King County Surface Water Design Manual (KCSWDM) and the City of Federal Way Addendum to that manual. To meet flow control requirements, the applicant has proposed injection wells that will infiltrate water from the entire site. Due to design requirements for injection wells that go beyond the scope of the KCSWDM, city staff recommends a condition of approval that the applicant shall obtain Department of Ecology (DOE) review and approval prior to city approval of the engineering plans. The proposed alternative is a stormwater detention vault, which shall meet all requirements of the KCSWDM. Proposed water quality treatment methods include a sand filter vault and a treatment train consisting of a bioswale and a DOE -approved proprietary device. Water quality treatment will be provided for the entire site. The project will be required to meet Conservation Flow Control and Enhanced Basic Water Quality standards. The applicant provided a preliminary storm drainage plan by AHBL, sheets C-400 — C-404, showing preliminary design of the stormwater improvements. The applicant shall obtain final engineering approval from the Public Works Department during the building permit stage of development. c) Parking Lot Count & Impromments— Pursuant to FWRC 19.200.050, parking stall quantity for church uses is as follows: minimum of one parking space for each 5 seats or 10 lineal feet of bench seating. Using this FWRC formula, the church use on the site needs a minimum of 124 parking stalls. The Keimig Associates prepared a September 15, 2019, Parking Narrative for the proposal. City staff has reviewed and concurs with the analysis of required and proposed parking in the Keimig Parking Narrative (Exhibit I). The church has an existing developed 35 stall parking lot, and the proposal will include upgrading an existing unpaved parking area, which will have 67 paved parking stalls for a total of 102 paved on -site parking stalls. In addition, the church has a reciprocal parking and access agreement with the adjacent Sacajawea Middle School for the use of 166 shared parking stalls. The total available parking count is 268 spaces, which far exceeds the required minimum parking stall count of 124 spaces. Parking space and aisle dimensions shall be designed using the "Parking Lot Design Criteria" document adopted by reference within FWRC 19.130.160(2). Typical parking dimensions shown on the site plan are 8.5 feet wide and 18 feet deep, with 25.5-foot drive aisles. As permitted by FWRC 19.130.170, up to 25 percent of the provided stalls may be compact. Access to the parking area is provided via three access driveways from Dash Point Road, two of which are off -site and shared with the adjacent Sacajawea Middle School. d) Perimeter Landscaping — Pursuant to FWRC 19.125.060(2), a Type III landscaping screen at least 10 feet in width shall be provide along all property lines. FWRC 19.125.070(5) requires Type I solid screen landscaping between parking areas and adjacent residential zones to be increased in planting density to Type I Solid Screen landscaping. The submitted preliminary landscape plan provides the minimum spatial requirement for landscape areas around the site perimeter. The following provides an analysis of perimeter landscape requirements. South Property Boundary — The landscaping plan provides a 10-foot Type III screen along the south property line. This landscape adjacent to existing single-family residences will need to be Staff Report to the Hearing Examiner Page 4 of 11 Christ's Church Ministry Expansion File Number 19-102839-UP / Doc ID 80809 upgraded to provide Type I solid screen landscaping along the entire south perimeter in accord with FWRC 19.125.070(5)(b) and as conditioned in the Director's Design Decision issued on May 31, 2020. East Property Boundary -The existing landscaping width and existing tree, shrub, and groundcover landscape along the east property boundary exceeds the minimum 10-foot width requirement, and exceeds the planting standards required for Type III landscaping. North & West Property Boundary — The existing landscaping planter area width along the curved north and west property boundary along South Dash Point Road varies between 20 and 50 feet in width. The width meets the minimum dimensional standard of 10 feet minimum width. The landscape content along this frontage varies along the length of this area. The westerly portion of this front landscape area is void of trees. Pursuant to FWRC 19.30.090(1)(a) (nonconforming development), this nonconforming portion of landscaping area must be brought into conformance. The addition of trees spaced at approximately 25-feet on center along this western portion of the front perimeter is required to meet Type III landscape standards. Final review of the landscape plan will occur in conjunction with review of the building permit application. d) Parki)W Lot Landscaping - Pursuant to FWRC 19.125.070(2), parking areas that accommodate more than 50 stalls shall provide 22 square feet per stall of Type IV landscaping within the surface parking. As shown on the submitted landscape plan (Exhibit C), 3,349 square feet of interior lot landscaping is provided, exceeding the 2,244 square -foot minimum required. New parking lot islands are required to meet Type IV landscaping. Under the nonconforming development code FWRC 19.30.090, existing parking lot islands will need to be retrofitted to include Type TV landscaping. Final landscape plan review will occur with review of the building permit application. Parking areas adjacent to residential zones shall provide Type I landscaping within the required perimeter landscape areas. e) Tree Retention/Replacement — Pursuant to FWRC 19.120.130, the single-family zoned property required tree density is 25 tree units per acre, or 92.5 tree units (3.7 acres x 25). The applicant proposes to retain 106 tree units and add an additional 27.5 tree units per proposed landscape plantings, exceeding the minimum requirement of tree units per acre. Final review of the landscape plan will occur in conjunction with building permit review. f) Lighting — The Crime Prevention Tbrough Environmental Design (CPTED) checklist submitted with the application identifies a lighting plan will be prepared for the site. Review of the lighting plan will occur with the building permit application. Site lighting must comply with applicable FWRC requirements. g) Garbage & Recycling Enclosure — The garbage and recycling enclosure is proposed to be screened with an enclosure architecturally consistent with the building, and be screened by trees, shrubs, and groundcover abutting the enclosure consistent with FWRC 19.125.040. Final landscape plan review and enclosure review will occur with the building permit application. IX. COMMUNITY DESIGN GUIDELINES Pursuant to FWRC 19.70.010, Process IV Hearing Examiner's Decision administration requirements, the Director of Community Development issued a written decision regarding the Staff Report to the Hearing Examiner Page 5 of 11 Christ's Church Ministry Expansion File Number 19-102939-UP / Doc ID 80809 application's Community Design Guidelines on May 31, 2020 (Exhibit 1). The effect of this decision is contingent upon Process IV project approval by the Hearing Examiner. Adoption of the design decision is included as a recommended condition of Process IV approval, as recommended herein. X. TRANSPORTATION a) Access — The applicant has provided vehicular/pedestrian access and circulation consistent with the goals and policies for transportation, as set forth in Chapter 3 of the Federal Way Comprehensive Plan (FWCP). The subject property is served by three vehicle access points along SR 509 (one on the subject site and two off -site serving Sacajawea Middle School). The existing on -site driveway was approved as part of the previous phase expansion. A traffic impact analysis (TIA) limited to queuing and Turn Lane Warrant Analysis at the proposed access points to ensure safe and efficient traffic operation was prepared by Heath & Associates, February 6, 2020 (Exhibit.)). Based on the projected traffic, a left -turn lane along SR 509 is warranted and recommended by the Traffic Engineer. As such, city staff recommends the applicant shall construct the left -turn lane at the driveway prior to issuance of a Certificate of Occupancy. The final design of the left -turn lane along SR 509 shall be coordinated and approved by WSDOT and the city. All taper lengths shall be in accordance to the WSDOT design manual. The site is adjacent to a minor arterial (SR 509 / Dash Point Road South); thereby, meeting FWRC 19.200.050 special regulation #4, "...the subject property must be adjacent to a collector or arterial right-of-way." b) Concurrency (FWRC 19.90) — As a component of the Process IV MLU application, the applicant was required to undergo traffic concurrency analysis pursuant to the state Growth Management Act, goals and policies of the Federal Way Comprehensive Plan; and FWRC Chapter 19.90, "Transportation Concurrency Management." The city's Traffic Division reviewed the concurrency application and determined all intersections impacted by one or more weekday evening peak hour trips would meet the city's Level of Service standards with programmed improvements. A Capacity Reserve Certificate was issued by the city's Traffic Engineer on August 2, 2019, and vested 16 Weekday PM Peak hour trips to this project. c) Impact Fee (FWRC 19.91) —The applicant will be subject to the city's transportation impact fee. The fee will be calculated based on the fee rate in effect at the time a complete building permit application is submitted. The fee shall be paid prior to building permit issuance. d) Public Street Frontage Improvements —The property frontage along SR 509 (South Dash Point Road) was improved to adopted standard as part of the church's previous expansion. As such, this proposed expansion phase is not required to provide additional street frontage improvements, except as noted above regarding the left -turn lane requirement. M. ANALYSIS OF FWRC 19.70.150(3) — PROCESS IV DECISIONAL CRITERIA The applicant must meet six decisional criteria pursuant to FWRC 19.70.150(3). Staff has provided the following analysis of Process IV criteria: 1. It is consistent with the comprehensive plan. Staff Report to the Hearing Examiner Page 6 of 11 Christ's Church Ministry Expansion File Number 19-102839-UP / Doc ID 80809 Staff Response — This criterion has been met. The application is subject to the 2015 Federal Way Comprehensive Plan (FWCP). The comprehensive plan is used, among other documents, as a basis for implementing regulations such as zoning, critical areas requirements, and the State Environmental Policy Act (SEPA). The proposed church improvement has undergone review of this Process IV application, zoning review, design guideline review, environmental review, and must comply with the FWCP. The Process IV request was reviewed and determined to be consistent with the goals and policies contained in the FWCP. 2. It is consistent with all applicable provisions of this chapter and all other applicable laws. Staff Response — With the recommended conditions of approval for stormwater, vehicle access, nonconforming landscape upgrades, and compliance with the Director's Design Decision, this criterion has been met. The Process IV request has been reviewed under SEPA; the FWCP; all applicable provisions of FWRC, including Title 14 "Environmental Policy"; Title 16 "Surface Water Management' ; and Title 19, "Zoning and Development Code"; and is consistent with all applicable provisions and laws, provided all recommended conditions of approval are met. 3. It is consistent with the public health, safety, and welfare. Staff Response — This criterion has been met. The proposed church is consistent with the public health, safety, and welfare. The proposal will provide adequate and safe pedestrian circulation via delineated pathways within the subject property, and to adjacent street and sidewalk. No adverse impacts to adjacent parcels are anticipated as a result of the proposal. The Process IV request has been reviewed under SEPA; the FWCP; all applicable provisions of the FWRC; and construction permit plans will be reviewed utilizing the applicable International BudditW Code with Washington State amendments when the building permit application is submitted to the city. The proposal is consistent with all applicable provisions and laws, provided all recommended conditions of approval are met. 4. The streets and utilities in the area of the subject property are adequate to serve the anticipated demand from the proposal. Staff Response — This criterion has been met. No significant adverse transportation impacts were identified by the City of Federal Way in the concurrency analysis or DNS issued for the proposed action. Through the city's transportation concurrency management policy, the Traffic Division has determined the city's Level of Service will not change due to the church's redevelopment proposal. The city's water/sewer purveyor, Lakehaven Water & Sewer District, reviewed the proposal and found the water and sewer services to be adequate to serve the proposed project. 5. The proposed access to the subject property is at the optimal location and configuration for access; and Stc JJ'Response — This criterion has been met. No new driveway entrances are proposed for the development. Access to the subject site is provided via three existing access/driveway entrances off SR 509 (South Dash Point Road), two of which are located off -site serving Sacajawea Middle School. As identified in the TIA, a left turn lane on SR 509 at the existing site driveway will be constructed by the applicant. With recommended conditions by the applicant's Traffic Staff Report to the Hearing Examiner Page 7 of 11 Christ's Church Ministry Expansion File Number 19-102839-UP / Doc ID 80809 Engineer and city staff, access points have been determined to be at the optimal location and configuration based on city staff review considering applicable code requirements, and by South King Fire & Rescue considering emergency access requirements. 6. Traffic safety impacts for all modes of transportation, both on and off site, are adequately mitigated. Staff Response — This criterion has been met. There is sufficient capacity in the city's network to handle the additional trips generated by the proposed development. Concurrency analysis of the vehicular trips generated by the development during the PM peak period shows that all intersection by one or more trips will meet the city's Level of Service standards. A left -turn lane along SR 509 is recommended by the applicant's Traffic Engineer. As such, to ensure safe and efficient traffic operation, the applicant will design and construct the left -turn lane to all applicable standards. X11. STATEMENT OF FACTS AND CONCLUSIONS Based on an analysis of the Process IV application, the environmental record, and applicable decisional criteria, the Department of Community Development finds that: a) Proposed improvements require review under the city's land use Process IV, Hearing Examiner, pursuant to provisions outlined in FWRC 19.200.050,',Required Review Process." Applicable regulations and policies used to review the proposal included, but were not limited to: Federal Way Revised Code Titles 14, 16, and 19; Federal Way Comprehensive Plan; 2016 King County Surface Water Design Manual with Federal Way Addendum; Public Works Department Development Standards; and State Environmental Policy Act Rules Chapter 197-11. b) Proposed improvements include the construction of an approximately 33,000 square -foot church ministry building; improving and modifying existing parking area; access improvements; landscaping; and stormwater runoff improvements. c) An environmental checklist was reviewed by city staff and other agencies with jurisdiction. Following review of the proposal and environmental reports submitted by the applicant, the city's Responsible Official issued a Notice of Application (NOA) / Optional Determination of Nonsignificance (DNS) on June 28, 2019. No comments were received on the NOA/Optional DNS. A final DNS was issued for the proposed action on September 13, 2019. No appeals were received regarding the environmental threshold determination. A DNS Addendum related to the type of stormwater control proposed was issued by the city on May 27, 2020. d) The following are general dimensional regulations for church use pursuant to FWRC 19.200.050, "Use Zone Chart." Required Minimum Yards (setbacks) — 30 feet front, 30 feet side, and 30 feet rear / Proposal —100 feet front, 38 feet south (side), 160 feet east (rear). Minimum building setbacks requirements are met ii. Minimum Lot Size — 9,600 square feet / Proposal —161, 000 square feet (approximately). iii. Lot Coverage 75 percent maximum / Proposal - 65 percent. Staff Report to the }3earir3 e Examiner Page 8 of 11 Christ's Church Ministry Expansion File Number 19-102839-UP / Doc 1D80809 iv. Height— 30 feet AABE outright, with allowances up to 40 feet maximum per special notes on FWRC 19.200.050 / Proposal — 32.5 feet AABE. The proposed building height meets the FWRC 19.200.050 maximum building height standard. The FWRC permits an outright building height of 30 feet for church use. Note #6 in FWRC 19.200.050 allows a building height increase up to a maximum of 40 feet if the criteria in FWRC 19.200.050 note #6 are met. The proposed 32.5-foot height meets the subject note #6 criteria as follows: a) The additional 2.5 feet building height is necessary to accommodate the gymnasium and church assembly uses. The clear floor to ceiling height is 22 feet, plus the depth of the trusses and parapets, as explained in an applicant June 1, 2020, email to the city; b) The proposed building location 38 feet from the south property line meets this note criteria by increasing the building setback by one foot for each foot the structure exceeds 30 foot height; and c) The increased building height does not block any views designated by the comprehensive plan. The proposed site plan meets lot size, required yard, lot coverage, and height requirements. e) FWRC 19.200.050(4) requires church uses within RS zones to abut a collector or arterial right- of-way. The subject property is adjacent to South Dash Point Road (SR-509), which is designated a Minor Arterial by the FWCP. f) The proposed expansion exceeds the building square footage increase thresholds in FWRC 19.30.090 for nonconforming development, and all nonconforming aspects of the development must be brought into conformance. Staff recommends a condition of approval to upgrade nonconforming development that is required to be brought into conformance, including the western portion of the front landscape area which does not meet Type III landscaping; and possibly some of the landscape islands in the existing parking lot. Landscape islands will need to be retrofitted to include Type IV landscaping in conformance with FWRC 19.125. g) The church improvements will generate 16_newWeekday'peak hour trips. The city's Traffic Division reviewed the concurrency application and determined all intersections impacted by one or more weekday evening peak hour trips would meet the city's Level of Service standards with programmed improvements. A Capacity Reserve Certificate was issued by the city's Traffic Engineer on August 2, 2019, and vested 16 Weekday PM hour trips to this project. h) The Public Works Director and Traffic Engineer have reviewed the project and concluded that with recommended conditions of approval, the proposal complies with city's codes, policies, and regulations pertaining to site access, street layout, and design. South Dash Point Road is designated as a minor arterial and meets current city street design standards. The subject property is served by three existing vehicle access points along SR 509 (one on the - subject site and two off -site serving Sacajawea Middle School). The existing on -site driveway was approved as part of the previous phase expansion. A traffic impact analysis (TIA) limited to queuing and Turn Lane Warrant Analysis at the " proposed access points to ensure safe and efficient traffic operation was prepared by Heath & Associates, February 6, 2020.;Based on the projected traffic, a left -turn lane along SR 509 is Staff Report to the Hearing Examiner Page 9 of 11 Christ's Church Ministry Expansion File Number 19-102839-UP / Doc ID 80809 warranted and recommended by the Traffic Engineer. As such, city staff recommends a condition of approval that the applicant shall construct the left -turn lane at the access driveway prior to issuance of a Certificate of Occupancy. The final design of the left -turn lane along SR 509 shall be coordinated and approved by WSDOT and the city. All taper lengths shall be in accordance to the WSDOT Design Manual. j) The applicant will be subject to the city's transportation impact fee. The fee will be calculated based on the fee rate in effect at the time a complete building permit application is submitted. The fee shall be paid prior to permit issuance. k) The amount of proposed impervious surfaces required full drainage review by the Public Works Department. -Tie subject property is within areas designated Conservation Flow Control and Enhanced Basic Water Quality, which requires the applicant to design a stormwater facility meeting the applicable requirements of the 2016 KCSWDM as adopted and amended by the city. Water quality requirements will be met via water quality treatment facilities, including a sand filter vault and a treatment train as further described above. Flow control is proposed via a series of proposed injection wells. Final review of the storm drainage plan will occur with building permit review and is required to meet all applicable FWRC requirements. In addition, a condition of approval is recommended that the applicant provide the Department of Ecology approval of the storm drain injection system prior to issuance of a building permit. The applicant has provided a parking narrative that shows the minimum amount of parking spaces required for the church use is 124 stalls, based on sanctuary seating per FWRC 1-9.200.050. The provided total of 102 on -site parking stalls, plus 166 shared parking stalls for a total of 268 available spaces far exceeds the FWRC minimum parking stall count requirement. m) The Director of the Community Development Department has found the proposal meets applicable requirements of FWRC Chapter 19.115 "Community Design Guidelines" and issued the Design Decision conditional approval on May 31, 2020. The effect of this decision is contingent upon Process IV project approval by the Hearing Examiner. No appeals of the decision were filed with the city. n) Final engineering and construction plans related, but not limited to buildings, landscaping, street frontage / access improvement, stormwater, and lighting will be reviewed during the building permit stage and must meet all applicable Public Works Department Development Standards and the International Building Code standards adopted by the Department of Community Development Building Division. o) As analyzed previously, city staff has concluded that the church improvements have met all Process IV decisional criteria pursuant to FWRC 19.70.150(3). p) Pursuant to FWRC 19.70.150(2), the Hearing Examiner shall issue a decision on the Process IV U LU application within 10 working days following the close of the public hearing. XM. STAFF RECOMMENDATION Based on analysis derived from this report, the Department of Community Development recommends approval of the site improvements as depicted on the site, landscaping, and civil plan sheets entered as exhibits to this staff report, and other documents within the official project file subject to the conditions listed below: Staff Report to the Hearing Examiner Page 10 of 11 Christ's Church Ministry Expansion File Number 19-102839-UP / Doc ID 80809 RESUBMITTED THE KEI M I G ASSOC 1AUT- U2019 ARCH ITECTS-PLAN1mrnr 307 D Street SE, Auburn, WA 98002 �1VT (253) 939-3232, FAX (253) 735-1309 September 15, 2019 Planning Department City of Federal Way 33325 8"' Avenue South Federal Way, WA 98003 RE: Parking Narrative Existing Property The developed site identified as tax parcel 052104-9092 is 3.70 acres. The site is currently developed for church use including a portion of the property that is currently unpaved, but being utilized as parking. Residential zones are adjacent to the church property to the east and south, which are being used as a middle school and single family residences respectfully. South Dash Point Road forms the triangular border of the property with a gentle convex curve, which is served by the King County Metro public Dart transit route. The opposite side of South Dash Point Road is also zoned as single family, high density. There are a total of 35 existing parking spaces that are striped to meet current off-street parking sizes. Of those 35 existing parking spaces, 27 are standard parking stalls, 1 compact, and 7 accessible parking with associated loading zones. Additionally there are 90 parking spaces striped on the graveled portion of the property. Together with the shared parking to the east with Sacajawea Middle School which provides an additional 166 shared parking, the total number of parking stalls available to Christ's Church is 291. Sacaiawea Middle Schaal A study of Sacajawea's property divides the parking area into four areas. The north lot holds 36 parking spaces, south has 34, east is 160, and the west lot has 93 for a total of 323 parking stalls. Per the requirement of 19.200.090 "Schools", 1 parking space is required for each employee for middle schools and elementary. According to FWPS.org, the staff total at Sacajawea M.S is 68. A detailed breakdown by the numbers are 42 teachers, 3 administrators, 5 secretaries, 7 paraeducators, and 11 other staff which includes a security officer, coaches, counselors, custodial, and other unlisted titles. If Christ's Church were to utilize all 166 shared parking, there would be 157 parking spaces available to the 68 total staff. Sacajawea would have more than 90% of the parking available to them if the Church used all of the shared parking. Existing Church Parkinp_Reouirement There are five existing buildings on the Church property, labeled as Buildings A through E on the site plan Sheet A- 1.0. Buildings "A" and "B" are the only two that will remain at time of project completion, and all storage containers will be removed from the property. The areas (s.£) for each of the buildings are as follows: building "A" 16,222 s.f., building "B" 9,670 s.f., building "C" 7,806 s.f., building "D" 1,084 s.£, and building "E" 1.792 s.f. In determination of the existing parking requirements, building "A" uses the requirements set forth in 19 200.050 Churches, etc. Buildings "B" through "E" uses the office ratio of 1 space per 300 gross floor area. Building .A", the main sanctuary holds 312 theater chairs, 50 movable chairs, and 510 lineal feet of pews/benches. BUILDING A Theater chairs 312 312/5 = Movable chairs 50 50/5= Pews / benches 510 if 510/10= 63 parking spaces 10 parking spaces 124 parking spaces = 124 total parking spaces (bldg "a") BUILDING B 9,670 sf 1/300 = 32 parking spaces BUIDLING C 7,806 sf 1/300 = 26 parking spaces BUILDING D 1,084 sf 1/300 = 4 parking spaces BUILDING E 1,792 sf 1/300 = 6 parking spaces = 68 parking spaces (bldgs "b" through "e") This calculation shows that the current need for parking spaces is 192. In order to meet this requirement, Christ's Church would have to use 67 of the 166 shared parking spaces. Proposed Church Parking Re uirement At the time of project completion, buildings "C", "D" and "E" with all other storage containers will be removed, and the two story Ministry Center Expansion will be added to Building "A". The Ministry Center Expansion has been separated into four use categories; Office (6,333 s.f), Classroom (8,373 s.f.), Assembly (13,153 s.f.) and miscellaneous (4,617 s.£) which includes spaces like the kitchen, group toilet rooms, mechanical, support, etc. All of the spaces used a ratio of 1 parking space per 300 GFA, with exception to the Classrooms, which was calculated based on 1 space per teacher (staff). There are ten classrooms, which vary in size from 26 to 34 occupants per classroom. This would require two teachers per classroom in order to keep the ratio of children to educators at 16 to 1 or less. There are 10 classrooms planned in the design, with two teachers required for each class, there would be 20 teachers required. MINISTRY CENTER EXPANSION Office 6,333 sf 1/300= Classroom 8,373 sf 1/teaches— Assembly 13,153 sf 1/300= Miscellaneous 4,617 sf 1/300= 21 parking spaces 20 parking spaces 44 parking spaces 15 parking spaces = 100 total parking spaces for the Ministry Center The proposed Church Parking Requirement is a sum of Building "A", Building "B" and the Ministry Center Expansion. Therefore a total of 256 parking spaces are required. In order to meet this number, all 102 spaces on - site will be needed, and 154 of the 166 shared parking will be required. Commentary on Actual Use during Church Services ►veekends and Administrative Use weekdays The above analysis is an unrealistic assumption that all of the spaces within the buildings are to be used at all times. There are many volunteer parishioners that maintain and operate the daily needs of the property and spiritual needs of other members. For example, during a typical Sunday service, members would be in the main sanctuary, but may later volunteer at the kitchen or as a Sunday school teacher, office secretary, or nursery volunteer. Another example might be during the holidays where there is a special Christmas morning service and a fellowship lunch afterwards at the ministry center assembly space. For this example, most everyone is in the main sanctuary for the Church Service, and then afterwards moves to the New Ministry Center Expansion for food and fellowship, thus leaving the main sanctuary nearly unoccupied. Using the straight forward calculation above unfairly counts Page 2 of 3 THE KEIMIG ASSOCIATES parishioners twice or more to determine the required parking spaces. Another example are office use type spaces which are rarely occupied during Sunday Church service, as most office users are the pastors/minister/elders during service. Another crucial situation that is not addressed in the straight forward calculation is the day(s) of the week that the shared parking is utilized. Sundays and weekends are the highest use times for Christ's Church, which works well with the inactivity of Sacajawea Middle School. Conversely, weekdays at the Christ's Church property generate approximately one -tenth of the peak hour trips compared to any given Sunday which in turn works well with the weekday operations of Sacajawea. In conclusion, the shared parking and required parking on typical usage may be a quarter to a third less than the calculations demonstrated in the section labeled under "Proposed Church Parking Requiement." Page 3 of') THE KEIMIG ASSOCIATES RECEIVED ♦,* HEATH & ASSOCIATES, INC Trans ortation and Civil En ineerin DERIL COMMUMTYEDEI OPM NT CHRIST'S CHURCH FEDERAL WAY TRAFFIC IMPACT ANALYSIS City of Federal Way, WA Prepared for: Mr. Bob Oldright Christ's Church 941 Dash Point Rd S Federal Way, WA 98003 Revised February 2020 2214 Tacoma Road Puyallup WA 98371 (253) 770 1401 Fax (253) 770 1473 heathtraffic.com February 6, 2020 Todd Sawin AHBL 2215 North 30th Street Tacoma, WA 98403 Subject: Christ's Church Federal Way Update This memo serves to update the Christ's Church Federal Way Traffic Impact Analysis (TIA) based on information received from AHBL. The original TIA dated March 11, 2019 has been revised to include a left -turn pocket lane at the westernmost entrance serving the church building. The trip distribution and future level of service "with project" scenario have been updated to reflect the use of a left -turn lane. The availability of a left turn lane at this location will enhance safe access for church traffic by offering a lane of sanctuary out of the through movements along SR-509. The availability of this lane will also allow and encourage redistribution of left turn traffic from the other entrances located to the east of the church. Please reach out if you require anything further. Sincerely, Gregary B. Heath, P.E., PTOE CHRIST'S CHURCH FEDERAL WAY TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS 1. Introduction................................................................................................................3 2. Project Description...................................................................................................3 3. Existing Conditions...................................................................................................5 4. Forecast Traffic Conditions.......................................................................................7 5. Conclusions and Mitigation.....................................................................................11 LIST OF TABLES 1. Accident History ........................................................................................................5 2. Trip Generation.........................................................................................................7 3. Sunday Peak Hour Level of Service.......................................................................10 4. Forecast 2022 Sunday Peak Hour Queuing with Project........................................11 LIST OF FIGURES 1. Site Aerial.................................................................................................................3 2. Conceptual Site Plan................................................................................................4 3. Existing Sunday Peak Hour Volumes.......................................................................6 4. Trip Distribution & Assignment.................................................................................8 5. Forecast 2022 Sunday Peak Hour Volumes.............................................................9 2 CHRIST'S CHURCH FEDERAL WAY TRAFFIC IMPACT ANALYSIS 1. INTRODUCTION The main goals of this study focus on the assessment of existing roadway conditions and forecasts of newly generated project traffic. The first task includes the review of general roadway information on the roadways serving the site and baseline vehicular conditions. Forecasts of future traffic and dispersion patterns on the street system are then determined using established trip generation and distribution techniques. As a final step, appropriate conclusions and mitigation measures are defined if needed. 2. PROJECT DESCRIPTION Christ's Church of Federal Way, located at 941 S Dash Point Road in the city of Federal Way, proposes for an expansion via a new 32,000 square foot building. The subject property is situated on a 3.70-acre parcel (052104-9092) bordered to the north via SR 509 (S Dash Point Road). Access to the site is available, and is to remain, via three driveway entrances, two of which are located on the parcels to the west serving Sacajawea Middle School. No new driveways are proposed; however, site development is to include a new left turn lane at the west entrance. The new building would primarily provide ancillary space to enhance on -site activities and remove aging infrastructure. Included in the proposal is the removal of an existing educational building and two modular classrooms totaling approximately 11,128 square feet. The proposed building would recapture classroom space and add a gymnasium and ancillary office; no expansion to the worship or church seating capacity is proposed. A site plan illustrating the overall configuration of the project is presented in Figure 2. proposed incoming church. Figure 1: Site Aerial 3 N HEATH & ASSOCIATES TRAFFIC AND CIVIL ENGINEERING CHRIST'S CHURCH FEDERAL WAY SITE PLAN FIGURE 2 3. EXISTING CONDITIONS 3.1 Existing Roadway Characteristics Access to the site is provided by way of SR 509 (S Dash Pt Rd), a two-lane state route serving approximately 15,000 average daily vehicle trips. The road cross section consists of 10-11-foot wide travel lanes in either direction and paved shoulders varying in width. A recent city improvement project constructed sidewalk and a bike lane on the south side of the roadway, east of Sacajawea Middle School. The roadway has a posted speed limit of 40 mph in the vicinity in conjunction with a school zone 20 mph speed limit with flashing beacons. 3.2 Existing Peak Hour Volumes and Patterns Field data was collected to determine baseline vehicular volumes and activity associated with the existing church. Turning movement counts were performed at the three site entrances on a Sunday between the peak period of 9:30-11:30 AM. The existing church offers two Sunday services starting at 8:30 AM and 10:30 AM, respectively. Field counts captured both arriving and departing traffic to capture peak demands. The one hour reflecting highest overall roadway volumes (peak hour) is then used for capacity and delay analysis. Existing Sunday peak hour volumes are illustrated in Figure 3. The easternmost driveway accounted for only church -related traffic. 3.3 City Improvement Projects A review of the current City of Federal Way's Six -Year Transportation Improvement Plan indicates an improvement project is planned in the project vicinity: SR 509.- 9th P1 S — 9 >th P/ S (Project 1D.• 28) The scope includes installation of sidewalk on the south side of SR 509, connecting to existing infrastructure near 9th PI S and extending to the recently completed sidewalk near 11th PI S. 3.4 Accident History A list of the recorded accident history from 2016 through 2018 was analyzed at the three site accesses on SR 509. A summary of the accident totals per year and estimated collisions per million entering vehicles (MEV) at the intersections is provided in Table 1 below. Only two recorded accidents were recorded, both resulting in no severe injuries. Table 1: Accident History SR 509 2016 2017 2018 Avg/yr Crash Rate (per MEV) West Entrance 0 0 0 0 0.0 Mid Entrance 1 0 1 0.67 0.12 East Entrance 0 0 0 0 0.0 5 1 y HEATH & ASSOCIATES TRAFFIC AND CIVIL ENGINEERING e N EN�'r'ti AZ� 4 CHRIST'S CHURCH FEDERAL WAY EXISTING SUNDAY CHURCH PEAK HOUR VOLUMES FIGURE 3 6 4. FORECAST TRAFFIC CONDITIONS 4.1 Trip Generation Trip generation is defined as the number of vehicle movements that enter or exit a site during a designated time period such as a specific peak hour or an entire day. Data presented in this analysis was derived from the Institute of Transportation Engineer's (ITE) publication Trip Generation, 10th Edition. The proposed land use correlates to an ITE Land Use Code (LUC) 560 for Church; however, it should be taken into consideration the that no new worship space is proposed. The number of attendees greatly influences the number of trips entering and departing church services. All new building space would accommodate administrative, education and gymnasium use. ITE data is representative of new or expanded church space that would increase potential attendees and not necessarily ancillary space. For this reason, ITE average rates were reduced by half and is still considered to be a conservative approach. A net increase in total square footage was used for trip generation calculations (32,000 sf new less 11,128 sf existing = 20,872 sf) Table 2: Trip Generation Land Use Net New AWDT Weekday AM P.H. Weekday PM P.H. ASDT Sunday P.H. - Sq. ft. In Out Total In Out Total In Out Total Church 20,872 sf 73 2 2 4 2 3 5 289 50 54 104 (560) AWDT: Average Weekday Daily Trips; ASDT: Average Sunday Daily Trips; P.H.: Peak -Hour As shown in Table 2, approximately 104 (50 inbound/54 outbound) Sunday peak hour trips are estimated using modified ITE rates. Again, this should be considered as a conservative estimate as no new worship capacity is proposed. 4.2 Distribution & Assignment Trip distribution describes the anticipated travel routes for inbound and outbound project traffic during the peak hour study periods. Figure 4 illustrates destination and origin routes for the Sunday peak hour. Trip assignments are based on existing travel patterns identified in Figure 3. Also taken into consideration is the proposed left turn lane at the west entrance would likely direct more entering left -turning motorists to this entrance. 4.3 Future Peak Hour Volumes A three-year horizon of 2022 was used for future traffic delay analysis to reflect conditions at the time of project buildout. Forecast background volumes were derived by applying a 3 percent compound annual growth rate to the existing through volumes on SR 509. Forecast 2022 peak hour volumes with and without project are illustrated in Figure 5. Approximately half of the volumes observed turning left into the site at the mid entrance have been diverted to the west entrance to utilize the left turn lane. 1 .� HEATH & ASSOCIATES TRAFFIC AND CIVIL ENGINEERING CHRIST'S CHURCH FEDERAL WAY TRIP DISTRIBUTION - SUNDAY PEAK HOUR FIGURE 4 8 1 NCE WITH "OE'A ENS Y313 PROJECT 3 E���NCE 5 WITHOUT PROJECT g8� 62�f g8 , HEATH & ASSOCIATES TRAFFIC AND CIVIL ENGINEERING 2 3 EN'��GE 5 EN���GE go Sp5� 3y a WITH PROJECT �9 Q / NGE GE M1D ENIF p` y2SO EPS� tNk S5 WITHOUT PROJECT •Zh Q CHRIST'S CHURCH FEDERAL WAY rummk,HJ I LULL JUIVUH7 rr-/11\ MUUM VULUIVICJ FIGURE 5 9 4.4 Future Peak Hour Level of Service Peak hour delays were determined through the use of the Highway Capacity Manuai6th Edition. Capacity analysis is used to determine level of service (LOS) which is an established measure of congestion for transportation facilities. The range' for intersection level of service is LOS A to LOS F with the former indicating the best operating conditions with low control delays and the latter indicating the worst conditions with heavy control delays. Level of service calculations were made through the use of the Synchro 10 analysis program. For side -street stop -controlled intersections, LOS is determined by the approach with the highest delay. Table 3: Sunday Peak Hour Level of Service Delays Given in Seconds per Vehicle Existing 201 g 2022 Without 2022 With r SR 509 at: Control LOS Delay LOS Delay LOS Delay West Entrance Stop B 12.8 B 13.3 C 15.5 Mid Entrance Stop C 19.4 C 21.2 C 24.8 As shown in the table above, forecast 2022 Sunday peak hour LOS is anticipated to operate with control delays up to LOS C with project. Church peak traffic results in a momentary surge of traffic and quickly diminishes subsequent to service arrival/departure. The easternmost entrance received relatively low amounts of church -related activity and was thus not included in LOS analysis. 4.5 Queuing A queuing analysis at the access driveways on SR 509 was performed to identify back-ups associated with departing church traffic internal to the site. Five peak hour simulations were performed using the Sim Traffic software to determine queue lengths. The aggregate simulated queue outputs were averaged and presented in Table 4 on the following page. 1 Signalized Intersections - Level ofService Control Delay per Level of Service Vehicle (see A <10 B > 10 and <20 C > 20 and <35 D > 35 and <55 E > 55 and <80 F > 80 Highway Capacity Manual, 6th Edition Stop Controlled Intersections — Le vel of Service Control Delay per Level of Service Vehicle {sect A <10 B > 10 and <15 C > 15 and <25 D > 25 and <35 E > 35 and <50 F > 50 10 Table 4: Forecast 2022 Sunday Peak Hour Queuing with Project — SR 509 West Entrance With Project 95th-% Queue Control LOS Delay Stop C 15.4 Aprch Ft NBR 100 Mid Entrance Stop C 24.8 NBLR 104 The 95th-percentile average queues calculated to a length of 100 feet (4-5 vehicles) for the west entrance and 104 feet for the mid entrance. Based on an aerial survey and review of the site layout, queued vehicles may block parking stalls and/or drive isles for durations during the peak outflow period. As mentioned, church traffic represents only a momentary surge in traffic; queuing conflicts are not anticipated to persist throughout the remaining hours. 5. CONCLUSIONS AND MITIGATION Christ's Church Federal Way proposes for an expansion via the removal of approximately 11,128 square feet of education and modular buildings in support of a new two-story 32,000 square foot building. The space would be used primarily for education and office purposes and is not intended to increase worship capacity. Field counts were performed at all site ingress/egress locations to determine baseline vehicular activity. Inbound and outbound trips are illustrated in Figure 3 for the Sunday peak hour. Trip generation estimates used a modified rate of ITE Land Use Code 560 — Church due to the nature of the project. New space would not necessarily translate to new trips but rather enhance existing on -site activities. For this reason, ITE average rates were reduced to half the total rate and applied to the proposed net new square footage. Approximately 104 (50 in/54 out) new Sunday peak hour trips are assumed for capacity analysis. Forecast 2022 Sunday peak hour level of service with project is shown to operate up to LOS C for the western and mid entrances. Calculations take into consideration a proposed left turn lane along SR 509 at the west entrance for site ingress. Queuing forecasts at both the west and mid entrances are 4-5 vehicle lengths during the Sunday peak hour. Based on the above -analysis, recommended mitigation is as follows: 1. Final design of the left -turn lane along SR 509 shall be coordinated and approved by WSDOT and the City of Federal way. 2. Pay traffic impact fees as required by the city of Federal Way. Exact fees will be calculated by the city at the time of building permit issuance. Credit for removal of any on -site structures shall be considered. No other mitigation is identified at this time. 11 CHRIST'S CHURCH FEDERAL WAY TRAFFIC IMPACT ANALYSIS APPENDIX iN Heath & Associates, Inc. 2214 Tacoma Road Puyallup, WA 98371 Project Name: Christ's Church Expansion Intersection: West Entrance & S Dash Point Road Jurisdiction: City of Federal Way Date of Count: 3/3/2019 Project Number: 4169 Time Period Soutbound Westbound S Dash Pt Rd Northbound West Entrance Eastbound S Dash Pt Rd HV R T L HV R T L HV R T L HV R T L Total 9:30 AM 0 0 0 0 0 0 47 0 0 1 0 0 0 1 69 0 118 9:45 AM 0 0 0 0 0 0 44 2 0 9 0 0 0 7 85 0 147 10:00 AM 0 0 0 0 0 0 73 3 0 43 0 0 0 16 70 0 205 10:15 AM 0 0 0 0 0 0 54 1 7 0 1 11 0 1 0 0 29 1 99 0 200 10:30 AM 0 0 0 0 0 0 71 7 0 13 0 0 0 15 85 0 191 10:45 AM 0 0 0 0 0 0 73 1 0 1 0 0 0 2 95 0 172 11:00 AM 0 0 0 0 0 0 59 0 0 7 0 0 0 0 58 0 124 11:15 AM 0 0 0 0 0 0 71 2 0 5 0 0 0 1 73 0 152 Total 0 0 L 0 1 0 1 0 1 0 1 492 1 22 1 0 1 90 1 0 1 0 1 0 1 71 1 634 1 0 1 1,309 Peak Hour 10:00 AM to 11:00 AM Total Peak Total Heavy Veh. PHF 0 1 0 1 0 0 0 0 1 271 1 18 0 1 68 1 0 0 0 62 F349 0 0.0 % 0.0 % 0.0 0.93 0.40 0.80 0 0 .J L-► r S Dash Pt Rd 01 01 01 S Dash Pt Rd 0 271 '— 271 .— 289 10:00 AM - 11:00 AM 18 0 Intersection PHF: 0.94 411 349 417 62 j t 80 68 1 148 1 West Entrance 768 13 Heath & Associates, Inc. 2214 Tacoma Road Puyallup, WA 98371 Project Name: Christ's Church Expansion Intersection: Mid Entrance & S Dash Point Road Jurisdiction: City of Federal Way Date of Count: 3/3/2019 Project Number: 4169 Time Period Soutbound Westbound S Dash Pt Rd Northbound Mid Entrance Eastbound S Dash Pt Rd HV R T L HV R T L HV R T L HV R T L Total 9:30 AM 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 2 9:45AM 0 0 0 0 0 0 0 3 0 3 0 0 0 2 0 0 8 10:00 AM 0 0 0 0 0 0 0 15 0 13 0 15 0 1 0 0 44 10:15 AM 0 0 1 0 0 0 1 0 0 1 20 0 1 2 0 1 5 0 6 1 0 0 33 10:30 AM 0 0 0 0 0 0 0 24 0 1 0 3 0 2 0 0 30 10:45AM o 0 0 0 0 0 0 6 0 2 0 1 0 1 0 0 10 11:00 AM 0 0 0 0 0 0 0 2 0 1 0 2 0 1 0 0 6 11:15AM 1 0 0 0 0 0 0 0 3 1 0 0 1 0 0 0 0 0 0 3 Total 0 1 0 1 0 1 0 1 0 1 0 0 1 75 1 0 1 22 1 0 1 26 1 0 1 13 1 0 1 0 136 Peak Hour 10:00 AM to 11:00 AM Peak Total Heavy Veh. PHF 0 0 0 1 0 0 1 0 0 1 65 0 1 18 1 0 1 24 0 1 10 1 0 0 0.0% 0.0% 0.0% 0.68 0.38 0.42 0 .4-1 4 t S Dash Pt Rd 01 01 0 24 10:00 AM - 11:00 AM 0 Intersection PHF: 0.66 10 0 10 24 0 t 75 42 117 Mid Entrance S Dash Pt Rd o L o ~ 65 65 i� 83 � 18 Total 117 14 Heath & Associates, Inc. 2214 Tacoma Road Puyallup, WA 98371 Project Name: Christ's Church Expansion Intersection: East Entrance & S Dash Point Road Jurisdiction: City of Federal Way Date of Count: 3/3/2019 Project Number: 4169 Time Period Soutbound Westbound S Dash Pt Rd Northbound East Entrance Eastbound S Dash Pt Rd HV R T L HV R T L HV R T L HV R T L Total 9:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9:45AM 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 2 10:00AM o 0 0 0 0 0 0 1 0 12 0 0 0 0 0 0 13 10:15AM o 0 0 0 0 1 0 0 1 1 0 1 0 0 1 0 0 0 1 0 0 1 10:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10:45 AM o 0 0 0 0 0 0 1 0 1 0 0 0 0 0 0 2 11:00AM 1 0 0 a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11:15AM 1 0 0 0 0 0 0 1 0 0 0 1 0 1 0 1 0 0 0 0 1 Tota I Peak Hour Peak Total Heavy Veh. PHF 0 1 0 0 0 1 0 0 1 0 3 1 0 16 0 0 1 0 0 0 0 1 19 9:30 AM to 10:30 AM Total 0 0 0 0 0 0 0 2 0 14 0 0 0 0 0 0 16 0.0% 0.0 % 0.50 0.29 0 S Dash Pt Rd 01 01 o 0 9:30 AM - 10:30 AM 0 0 Intersection PHF: 0.31 0 0 0 0 0 l '1 t 14 1 16 1 East Entrance S Dash Pt Rd 0 t_ o� --- 0. 14 15 15/15/2018 https:lrtetripgen.org/PrintGrar- 'm?code=560&ivlabei=QFQAF&timeperiod=AWDVT' =&edition=385&locationCode=General Urban/... Church (560) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday Setting/Location: General Urban/Suburban Number of Studies: 7 Avg. 1000 Sq. Ft. GFA: 21 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 6.95 3.01 -13.14 2.98 Data Plot and Equation 400 K' 100 00 10 20 X = 1000 Sq. Ft. GFA X Study Site Fitted Curve Fitted Curve Equation: T = 6.14(X) + 17.09 x 10 40 50 Trip Generation Manual, 10th Edition • Institute of Transportation Engineers Average Rate R2= 0.67 16 https://itetdpgen.org/PdntGraph. htm?code=560&ivlabel=QFQAF&ti mepedod=AW DVTE&x=&edition=385&locationCode=General%20U rban/Suburban&cou ntedMo 5/15/2018 https:Hitetdpgen.org/PrintGraph ~'m?code=560&ivlabel=QFQAF&timeperiod=TASIDE&x=PLedition=385&IocationCode=General Urban/Su... Church (560) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Setting/Location: General Urban/Suburban Number of Studies: 8 Avg. 1000 Sq. Ft. GFA: 34 Directional Distribution: 60% entering, 40% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation Data Plot and Equation 50 X 40 N W 30 a H i I- 20 X 10 X X X X 00 50 100 150 200 X = 1000 Sq. Ft. GFA X Study Site Fitted Curve Average Rate Fitted Curve Equation: T = 0.36(X) - 0.74 R2= 0.79 Trip Generation Manual, 10th Edition ■ Institute of Transportation Engineers 17 https://Itetdpgen.org/PrintGraph.htm?code=560&ivlabel=QFQAF&timeperiod=TASI DE&x=&edition=385&IocationCode=General%20U rban/Suburban&countedMod, '5115/2018 https:Hitetripgen.org/PrintGrap" ln?code=560&ivlabel=QFQAF&timeperiod=TPSIDEl"','*fedition=385&locationCode=General Urban/S... Church (560) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Setting/Location: General Urban/Suburban Number of Studies: 13 Avg. 1000 Sq. Ft. GFA: 32 Directional Distribution: 45% entering, 55% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 0.49 0.14 - 2.10 0.40 Data Plot and Equation 50 X X 40 X W A w 30 a F= i F- 20 X 10 xX X< X� 00 50 100 150 200 X = 1000 Sq. Ft. GFA X Study Site Fitted Curve Average Rate Fitted Curve Equation: T = 0.37(X) + 3.90 R== 0.65 Trip Generation Manual, 10th Edition a Institute of Transportation Engineers 18 https:/iitetdpgen.org/PdntGraph.htm?code=560&ivlabel=QFQAF&timeperiod=TPSI DE&x=&edition=385&locationCode=General%2OUrban/Suburban&countedMod 5/15/2018 hftps://itetdpgen.org/PrintGraph I'm?code=560&iviabel=QFQAF&timeperiod=TSUN24&x=&edition=385&IocationCode=General Urban/S... Church (560) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Sunday Setting/Location: General Urban/Suburban Number of Studies: 6 Avg. 1000 Sq. Ft. GFA: 23 Directional Distribution: 50% entering, 50% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 27.63 12.51 - 77.86 19.39 Data Plot and Equation 1,200 X X 1,000 800 f/1 V C W a H H 600 X X 400 X 200 X 00 10 20 30 40 50 X = 1000 Sq. Ft. GFA X Study Site Average Rate Fitted Curve Equation: Not Given R2=" Trip Generation Manual, 10th Edition ■ Institute of Transportation Engineers 19 https://itetripgen. arg/PdntGraph. htm?code=560&iviabel=QFQAF&timeperiod=TSUN24&x=&edition=385&IocationCode=General%20U rban/Suburban&countedMoc '5/15/2018 https://itetdpgen.org/PdntGra"?code=560&iviabel=QFQAF&timeperiod=TSUNPK- -&edition=385&locationCode=General Urban/S... Church (560) Vehicle Trip Ends vs: 1000 Sq. Ft. GFA On a: Sunday, Peak Hour,of Generator Setting/Location: General Urban/Suburban Number of Studies: 18 Avg. 1000 Sq. Ft. GFA: 35 Directional Distribution: 48% entering, 52% exiting Vehicle Trip Generation per 1000 Sq. Ft. GFA Average Rate Range of Rates Standard Deviation 9.99 2.05 - 51.31 7.77 Data Plot and Equation i 1,500 w C W a 1.1 H x 500 x x x x x xxx x xx x X 6� 50 100 X = 1000 Sq. Ft. GFA X Study Site Fitted Curve Fitted Curve Equation: T = 8.18(X) + 63.81 X 150 Trip Generation Manual, 10th Edition • Institute of Transportation Engineers Average Rate Rz= 0.58 200 20 https://itetdpgen.org/PrintGraph.htm?code=560&iviabel=QFCAF&timeperiod=TSUN PK&x=&edition=385&locationCode=General%2OUrban/Suburban&countedMoi HCM 6th TWSC Existing Sunday Peak Hour 3: West Entrance & SR 509 03/10/2019 intersection Int Delay, s/veh 2.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations I* *' r Traffic Vol, veh/h 349 62 18 271 0 68 Future Vol, veh/h 349 62 18 271 0 68 Conflicting Peds, Whr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channeliized - None - None - None Storage Length - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 53 64 94 40 40 Heavy Vehicles, % 1 0 0 1 0 0 Mvmt Flow 371 117 28 288 0 170 Major/Minor _ Majarl _ Major2 Minors Conflicting Flow All 0 0 488 0 - 430 Stage 1 - - - - - - Stage 2 - - - - - Critical Hdwy - - 4.1 - 5.2 Critical Hdwy Stg 1 - - - - - - Critical Hdwy Stg 2 - - - - - Follow-up Hdwy - - 2.2 - 3.3 Pot Cap-1 Maneuver - 1086 0 629 Stage 1 - - - 0 - Stage 2 - 0 - Platoon blocked, % - Mov Cap-1 Maneuver - 1086 - - 629 Mov Cap-2 Maneuver - - - - - Stage 1 - Stage 2 - - Approach EB WB NB HCM Control Delay, s 0 _ 0.7 12.8 HCM LOS B Minor LanelMaior Mvrnt NBLn1 EST EBR WSL WET Capacity (veh1h) 629 - - 1086 - HCM Lane V/C Ratio 0.27 - - 0.026 - HCM Control Delay (s) 12.8 - 8.4 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 1.1 - C.1 - Baseline Synchro 10 Report Page 1 Qi HCM 6th TWSC Existing Sunday Peak Hour 5: Mid Entrance & SR 509 03/10/2019 nt�`ersecpon Int Delay, s/veh Movement 3.1 EST EBR WBU WBT NBL NBR Lane Configurations 'fir +' Y Traffic Vol, vehlh 407 10 65 265 24 18 Future Vol, vehm 407 10 65 265 24 18 Conflicting Peds, #tlhr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 42 68 94 38 38 Heavy Vehicles, % 1 0 0 1 0 0 Mvmt Flow 433 24 96 282 63 47 Major/Minor Major1 Major2 MinoO Conflicting Flow All 0 0 457 0 919 445 Stage 1 - - - 445 - Stage 2 - - 474 - Critical Hdwy 4.1 6.4 6.2 Critical Hdwy Stg 1 - 5.4 - Critical Hdwy Stg 2 - - 5.4 - Follow-up Hdwy - - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver 1114 364 617 Stage 1 - - 650 - Stage 2 - 630 - Platoon blocked, % - - Mov Cap-1 Maneuver 1114 273 617 Mov Cap-2 Maneuver - 273 - 'Stage 1 - 650 - Stage 2 - - - - 566 - Approach EB WB NB HCM Control Delay, s 0 2.2 19.4 HCM LOS C Minor Lanell�laior Mvrnt NBLn1 EBT EBR WSL VV8 T Capacity (veh1h) 359 - - 1114 - HCM Lane V/C Ratio 0.308 - - 0.086 - HCM Control Delay (s) 19.4 - - 8.5 0 HCM Lane LOS C. - - A A HCM 95th %tile Q(veh) 1.3 - - 0. ; - Baseline Synchro 10 Report Page 2 22 HCM 6th TWSC Forecast 2022 Sunday Peak Hour without Project 3: West Entrance & SR 509 03/10/2019 intersection Int Delay, s/veh 2.4 Movement EBT EBR VVBL WBT NBL NBR Lane Configurations T+ *T r Traffic Vol, veh/h 381 62 18 296 0 68 Future Vol, vehlh 381 62 18 296 0 68 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - !None - None Storage Length - - - - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 53 64 94 40 40 Heavy Vehicles, % 1 0 0 1 0 0 Mvmt Flow 405 117 28 315 0 170 MajorIMInor Majorl Major2 Mlnorl Conflicting Flow All 0 0 522 0 - 464 Stage 1 - - - - Stage 2 - - - - Critical Hdwy - 4.1 6.2 Critical Hdwy Stg 1 - - - - Critical Hdwy Stg 2_ - - - - Follow-up Hdwy - 2.2 - - 3.3 Pot Cap-1 Maneuver 1055 0 502 Stage 1 - - 0 - Stage 2 - 0 Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1055 - 602 Mov Cap-2 Maneuver - - - - Stage 1 - - - - Stage 2 Approach EB WB NB HCM Control Delay, s 0 0.7 13.3 HCM LOS B Minor Lane/Maor Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 802 - - 1055 HCM Lane V/C Ratio 0.282 - - 0.027 HCM Control Delay (s) 13.3 - - 8.5 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 1.2 - - 0.1 - Baseline Synchro 10 Report Page 1 23 HCM 6th TWSC Forecast 2022 Sunday Peak -Hour without Project 5: Mid Entrance & SR 509 03/10/2019 Intersection Int Delay, s/veh Movement 3.1 EBT EBR WBL WBT NBL NBR Lane Configurations 1r 41 Y Traffic Vol, vehlh 439 10 65 290 24 18 Future Vol, veh/h 439 10 65 290 24 18 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channeiized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 42 68 94 38 38 Heavy Vehicles, % 1 0 0 1 0 0 Mvmt Flow 467 24 96 309 63 47 Majon-Mi nor Majo►1 Major2 Mfnori Conflicting Flow All 0 0 491 0 980 479 Stage 1 - - - 479 - Stage 2 - - - 501 - 'Critical Hdwy 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - 5.4 - Critical Hdwy Stg 2 - - 5.4 - Follow-up Hdwy - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - - 1083 - 279 i41 Stage 1 - - - - 627 - Stage 2 - - - - 613 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1083 - 249 591 Mov Cap-2 Maneuver - - - - 249 - Stage 1 - - - - 627 - Stage 2 - - - - 547 - Approach EB HCM Conlrol Delay. s 0 2 21.2 HCM LOS C Minor LanelMaior Mvmt NBL11 EB T EBR VVBL WBT Capacity (veh/h) 331 - - 1083 - HCM Lane V/C Ratio 0.334 - - 0.088 - HCM Control Delay (s) 21.2 - - 8.6 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 1.4 - - 0.3 - Baseline Synchro 10 Report Page 2 24 HCM 6th TWSC Forecast 2022 Sunday Peak Hour with Project 3: West Entrance & SR 509 02/06/2020 Intersection Int Delay, s/veh 3.9 Movement EBT EBR VVBL WBT NBL NBR Lane Configurations T+ t ?f Traffic Vol, veh/h 384 82 73 307 0 98 Future Vol, veh/h 384 82 73 307 0 98 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - 150 - - 0 Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 53 64 94 40 40 Heavy Vehicles, % 1 0 0 1 0 0 Mvmt Flow 409 155 114 327 0 245 Major/Minor _Maiorl Major2_ Minorl Conflicting Flow All 0 0 564 0 - _ 487 Stage 1 - - - - - Stage 2 - - - - Critical Hdwy - 4.1 - 3.2 Critical Hdwy Stg 1 - - - - - Critical Hdwy Stg 2 - - - - Follow-up Hdwy 2.2 - - 3.3 Pot Cap-1 Maneuver 1018 - 0 585 Stage 1 - - - 0 - Stage 2 - - 0 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1018 585 Mov Cap-2 Maneuver - - - - - Stage 1 Stage 2 - - - Approach EB WB NB HCM Control Delay, s 0 2.3 15.5 HCM LOS C Minor Lane/Maior Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 585 - 1018 - HCM Lane V/C Ratio 0.419 - 0.112 - HCM Control Delay (s) 15.5 - 9 - HCM Lane LOS C - A - HCM 95th %tile Q(veh) 2.1 - - 0.4 - Baseline Synchro 10 Report Page 1 25 HCM 6th TWSC Forecast 2022 Sunday Peak Hour with Project 5: Mid Entrance & SR 509 02/06/2020 in tersea Int Delay, s/veh 4 IEBT EBR VVBL WBT NB.L NBR Lane Configurations T+ +' Y Traffic Vol, veh/h 469 13 35 345 35 26 Future Vol, veh/h 469 13 35 345 35 26 Conflicting Peds, Whr 0 0 0 0 0 0 ,Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 42 68 94 38 38 Heavy Vehicles, % 1 0 0 1 0 0 Mvmt Flow 499 31 51 367 92 68 Major/Minor Major i Major2 Minor? Conflicting Flow All 0! 0 530 0 984 515 Stage 1 - - - - 515 - Stage 2 - - - 469 - Critical Hdwy - 4.1 - 6.4 6.2 Critical Hdwy Stg 1 - - 5.4 - Critical Hdwy Stg 2 - - 5.4 - Follow-up Hdwy - 2.2 - 3.5 3.3 Pot Cap-1 Maneuver - 1448 - 278 564 Stage 1 - - - 604 - Stage 2 - - 634 - Platoon blocked, % - Mov Cap-1 Maneuver - 1048 - 261 664 Mov Cap-2 Maneuver - - - - 261 - Stage 1 - - - 604 - Stage 2 - - - - 595 - Approach EB WB NB HCNI Control Delay. s 0 1.1 24.8 HCM LOS C Minor LanelMaior Mmit NBLn1 EB T EBR VVBL WBT Capacity (veh/h) 339 - - 1048 - HCM Lane V/C Ratio 0.474 - - 0.049 - HCM Control Delay (s) 24.8 - 8.6 0 HCM Lane LOS C - A A HCM 95th %tile Q(veh) 2.4 - 0.2 - Baseline Synchro 10 Report Page 2 26 Queuing and Blocking Report Baseline Intersection: 3: West Entrance & SR 509 Movement T EB WB NB Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (%) Queuing Penalty (veh) Storage Bay Dist (ft) Storage Blk Time (%) Queuing Penalty (veh) TR LT R 16 97 114 1 25 62 6 72 100 449 343 235 Intersection: 5: Mid Entrance & SR 509 Movement Directions Served Maximum Queue (ft) Average Queue (ft) 95th Queue (ft) Link Distance (ft) Upstream Blk Time (% Queuing Penalty (veh) Storage Bay Dist (fit) Storage Blk Time (%) Queuing Penalty (veh) BB WB NB TR LT LR 4 117 126 0 44 57 3 91 104 343 731 213 Network Summary Network wide Queuing Penalty: 0 Forecast 2022 Sunday Peak Hour with Project 03/11/2019 SimTraffic Report Page 1 27 ti CITY OF Federal Way DATE: 5/30/29 TO: Leila Willoughby -Oakes FROM: Ann Dower MEMORANDUM Public Works Department SUBJECT: CHRISTS CHURCH MINISTRY CENTER - (19-101461-00-UP) 941 S DASH POINT RD The applicant is required to provide the 9' right-of-way dedication required for the previous project, #03-100187-00-CO, to build a 16,000 square foot addition to the church. This document was never recorded. A legal description and exhibit map meeting King County recording format requirements must be provided by the applicant. Staff will prepare the deed. Plans General: Show all existing and proposed easements on the site plan. Show proposed drive aisle widths on the plans. Sheet C-400: Label the existing treatment swale. Provide dimensions verifying that the pond meets all setback, slope, and embankment requirements in the KCSWDM, section 5.1.1. The pond/sand filter must be fenced per KCSWDM section 6.2.3. Technical Information Report The TIR does not appear to address requirements for flow control that extend to the portion of the site that was previously developed. Section 1.2.3 of the King County Surface Water Design Manual states that target surfaces for Conservation flow control include existing impervious surface added since 01/08/2001 that is not fully dispersed and not yet mitigated with an approved flow control facility or BMP. Any such surface will require flow control and/or a flow control BMP. Similarly, the TIR does not appear to address requirements for water quality that extend to the portion of the site that was previously developed. As pointed out in the Preapplication Summary Letter dated 11/07/17, and stated in the preapplication meeting held 10/19/17 for this project, Federal Way Revised Code section 19.30.120 requires that water quality treatment meet current standards for the entire site. Conceptually, the proposed combined detention pond/large sand filter meets KCSWDM requirements for Enhanced Basic Water Quality and pretreatment (sections 6.1.2, 6.5.1) Section 1.2: The TIR must tabulate existing impervious surfaces, when they were developed, and how flow control was provided. •si Wj p juum Xj?}uopI 'dWg 7,3 jou on suisuq gojuo pug axis sitjj zoo pasodozd }ou are saajIiduuojs jusodoad sitj� did o� �uauia���s stgI IoauoD •p•£ •g •u21sop jolum uuoTs atjj oTui paitaodiooui aae sjjann joaluoD uoiloofuj punot2aapun ue jT paunboi siiuuod pue sjUnoiddu jju �s. 'Oj'V Isi aaga Vd�S sauijauzi� palu'iooss-B pue sluo-Luounbai guillmuod aT41 ouilino osvajd `XIiltgtssod n are sjjaen jaiwoo u0110afut punoJO.aapun aouiS 's3j"Iq oqj ui jjg :o•g uopos •poure}ap 2uioq am sompns jo sodXj jrgm pu-e ails atjl jo staxe goigm ogposaQ :I•Z•t uopooS ap ui possnosip PUP pannainaa oq Tsnui dW9 tjoBg •podoi otjl uiozj 2uiSSiuI si (saoioead WauiaO-eUB j Isag) 6-UD :I'Z uotoaS CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT DEPARTMENT DEVELOPMENT REVIEW COMMITTEE TRANSMITTAL DATE: 4-0- 2019 TO: Cole Elliott, Development Services Manager Scott Sproul, Building Official Rick Perez, City Traffic Engineer Brian Asbury, Lakehaven Water & Sewer District Chris Cahan, South King Fire & Rescue Lindsey Sperry, Public Safety Officer Rob Van Orsow, Solid Waste/Recycling Coordinator f�•3VV4; FILE NUMBER (S) : RELATED FILE NOS.: PROJECT NAME: PROJECT ADDRESS: ZONING DISTRICT: Leila Willoughby -Oakes, Planning 19-101461-00-UP; 19-101462-00-SE 19-104450-PC; 19-101463-CN; 94-102307-UP; 02-101601-UP CHRIST'S CHURCH MINISTRY CENTER EXPANSION 941 S DASH POINT RD RS 9. 6 PROJECT DESCRIPTION: Construction of a 32,000 square foot 2-story ministry center on 0.4 acres. Developed site. Existing buildings C, D, E to be removed; buildings A and B will remain. LAND USE PERMITS: Process IV - HE Decision PIS- A PROJECT CONTACT: ALANKEIMIG THE KEIMIG ASSOCIATES wumi,.�01� 307 "D" ST SEA 98002 AUBURN' WA, MATERIALS SUBMITTED: Project Narrative Y Hearing Examiner Criteria Evaluation �``�'� A Plan Set �� Concurrency Application n Site Photos.[ Preliminary TIR��� Traffic Study SEPA Checklist `'~ Prelim. Geotech Report Title Reports v [ok,mrPic PIP£ UNE Z +..� GOWAW July 8, 2019 City of Federal Way Attn: Leila Willoughby -Oakes 33325 8th Avenue South Federal Way, WA 98003 1 ei I a.wi l lou g h by-oa kesCc-)cityoffederalway. co m 253-835-2644 RE: City of Federal Way Ministry Center Expansion BP File No. 3679/BP Ref: TPR 11330 To City of Federal Way: Olympic Pipe Line Company LLC Right of Way Department 600 Southwest 391h Street Suite 275 Renton, WA 98057 A review of our records indicates there are no active Olympic Pipelines owned or operated by BP Pipelines (North America) Inc. within the scope provided for the above referenced project. Included with this letter is a vicinity map labeled "Exhibit A" indicating the location of the proposed project. If the scope of your project has changed please contact Chase Wakefield at 425- 981-2575 or via email at chase.wakefield@bp.com. Please note that 811 the national One -Call number must be contacted for clearance prior to any excavation. Sincerely, V,- -0- Tim Fehr 3rd Party Contract Right of Way Supervisor Representing Olympic Pipe Line Company LLC TF: cw 0 _xco�• �n�'ao tli ` zi Cb Q CD (DaJ] N a (D O 3��CDo. Sb F� i�oE3ib, rlb m m� j CQp t0» _ O CD O w y o OCp :j.Sb 0 i oo j. ] Z3• Cp C 7 CD : to ? Zz O CO y' jZ. j f1D O cx O p) CD i CCb C Q !li LU ] N to ro lb n CD C j O lz i to + 4 rm C) -10 Cb C 2) i10Copc T y y O O ] lU O LU CA 7 N Q C6 a• CCu s to =] 17] 3• lblb ] o' o Q ] Q a0 O O j � (n ? cp T 0 r-U, 7 Sb Q o 7 CQ CO -• CD o � C) �. c c y Q� CG o O Q O O t Z. } to Aw3 — 44 t • ` [t r ~ Ry Y.. • *� '.i + wit ` 1 ~- • _ � i�m "'. €:� ws• Yam,._-'"` • � '�•" ' �+ � ddSS- G i • F .v ++, r D Y. �_ *'• ��• � �� • �� � • ��. �'. � •ice+ 'r CD -� CD me M• � • : . 4� � y�` ^ yr, � �..'�' - X - , t _• Y * • + -ENE{rf.4:,.,Y rr, CD • :� ...fit � � � �� ,-� � _ - � . -�� . ��,�., .•::. -' • • rzk a r I Lakehaven WATER & SEWER DISTRICT SEWER _ Lakehaven Water & Sewer District - Development Engineering Section 31623 - 1st Ave S * PO Box 4249 * Federal Way, WA 98063-4249 Telephone: 253-945-1581 or 253-945-1580 * Email: DE@Lakehaven.org 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 ❑ Short Subdivision ❑ Binding Site Plan ❑ Rezone ❑ Boundary Line Adjustment ® Other (specify/describe) Land Use approval for new gymnasium Tax Parcel Number(s): 0521049092 Site Address: 941 S Dash Point Rd Lakehaven GIS Grid: 3-06 Ex. Bldg. Area to Remain: 25.892 sf New Bldg. Area Proposed: 32640 sf (58.532 total) Applicant's Name: Christ Church at Federal Way SEWER SYSTEM INFORMATION 1. ® Sewer service can be provided by service connection to an existing sewer 48" manhole that is located on the site and the sewer system has the capacity to serve the proposed land use. 2. ❑ Sewer service for the site will require an improvement to Lakehaven'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 Lakehaven's comprehensive wastewater system plan would need to be implemented and/or constructed; and/or ❑ d. Other (describe): 3. ® a. The existing sewer system is in conformance with Lakehaven's Comprehensive Wastewater System Plan. ❑ b. The existing sewer system is not in conformance with Lakehaven'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 Lakehaven's sewer service area. ❑ b. Annexation or Boundary Review Board approval will be necessary to provide service. S. Sewer service is subject to: ® a. Payment of connection charges (to be determined by Lakehaven); for any new/modified service connection(s). ® b. Proof or reservation of easement(s) as required by Lakehaven; ® c. Other: Sewer Service Connection Permit required, for any new/modified service connection(s). Comments/special conditions: Proper y has an existing sewer service connection (SSCP 24151). 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: Date: 0521049092 swr (Form Update 1/3/17) Page 1 of 2 5151800170 $98 5151600175 y: • 838 tk 5151501 .Q(. 903 51518001S5 •" ?' 828 5151000075 29903 r F 841 5151800070 5151 ' 831 5151800080 821 5151000055 811 5151800050 801 J Ex. S SC P 24151 Ex. 48" MH 0521049092 941 1 5151800020 51800010 5151800015 1003 911 921 0521049Q24 1101 0521049142 153900139 515w900120 30007 909 1008 1010 515a900110 5153900080 m 1014 30011 153900080 f 30008 0521049044 21049148 7�� tCN- _ + 301 918 53900140 1002 4— 5153900/00 1018 5151900090 V 51539Q0050 30aI2 30015 0 all cavc S D7ST ST CA S" cavc ln Aninn li E: takehaven Water and Distract neither warrants nor gu; the accuracy of any facility ink provided. Facility kocations and co are subject to field verification. Water Certificate of Availability a Parcel 005 g1049092 200 FSABa 0521049092 swr (Form Update 1/3/17) Page 2 of 2 CITY OF .- Federal Way Centered on Opportunity Mr. Alan Keimig Keimig Associates 307 "D" Street SE ILE Auburn, WA 98002 ack ' ' msn.ca Re: File #19-101461-00-UP/ 19-101462-00-SE; INCOMPLETE APPLICATION Christ's Church Ministry Center, 941 South Dash Point Road, Federal Way Dear Mr. Keimig: CITY HALL 33325 8th Avenue South Federal Way, WA 98003-6325 (253) 835-7000 www cityoffederalway. com Jim Ferrell, Mayor April 12, 2019 The city is in receipt of your March 28, 2019, Process III `Project application for Christ Church's Ministry Expansion. We regret to inform you that the required review process under Federal Way Revised Code (FWRC) 19.200.050 and FWRC 19.15.030(3)1 is a Process IV "Hearing Examiner" decision. In order for your application to be considered complete and ready for processing, please submit a Process IV land use application. Technical analysis will be conducted after this application has been deemed complete for processing. Please include specific information to determine compliance with city goals, policies, and regulations per Bulletin #001 in your new submittal packet. Evaluate how the proposed development will meet Hearing Examiner decisional criteria of 1~ WRC 19.70.150(3) in a narrative. It is the applicant's responsibility to document how the proposed church will satisfy the above criteria. CLOSING If you have questions regarding Hearing Examiner fees contact the Permit Center at 253-835-2607, or ermitcenter ci offederahvay. . Should you have any other questions please contact me at 253-835-2644, or leila.will u hb -oakes ci ffederaiwa t.com. Sincerely, Leila Willoughby -Oakes Associate Planner enc: FWRC Zone Chart 19.200.050, "Churches, etc." Master Land Use Application Process IV Checklist Cole Elliott, Development Services Manager Sarady Long, Sr. Transportation Planning Enginecr Neil Eugenio, Keimig Associates, Ncil. E&-omcasLnet I Major improvements. Improvements and/or additions to an existing developed site that are not exempt from SEPA and/or exceed 100 percent of the gross floor area of the existing use shall be processed under process III, unless process IV is indicated by the applicable use zone chart in which case process IV shall be used.' 19-101461-00-UP Doc. I.D. 78984 1' pe -W II . r ,4w y r , �f fi t • •' r Y ,nPY 1 2. 3 4. *drew Rclam4m 11201 SE 8th St, Suite 200 �.' C W t 1 t e Bellevue, WA 98004 W W W. C W T I T L E .NET Phone: (425) 896-3896Fax: (425) 896-3983 Order No.: RC 40220262 COMMITMENT FOR TITLE INSURANCE ISSUED BY FIRST AMERICAN TITLE INSURANCE COMPANY SCHEDULE A Effective Date: October 23, 2018 at 8:00 a.m. Policy or Policies to be issued: Commitment No.: RC 40220262 AL.TA STANDARD OWNERS POLICY COMMERCIAL RATE PROPOSED INSURED: TO BE DETERMINED AMOUNT: $ 0.00 PREMIUM: $ 0.00 TAX: $ 0.00 TOTAL: $ 0.00 ALTA LOAN POLICY (6-17-06) SIMULTANEOUS ISSUE PROPOSEDINSURED AMOUNT: PREMIUM: TAX: TOTAL: TO BE DETERMINED $ 0.00 $ 0.00 $ 0.00 $ 0.00 Title to the fee simple estate or interest in the land described or referred to in this Commitment is at the Effective Date hereof vested in: Christ's Church which also appears of record as Christ's Church of Federal Way, a Washington non root car oration The land referred to in this Commitment is described as follows: See Exhibit "A" attached hereto. RECEIVED MAR 2 8 2019 CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT EXHIBIT "A" PARCEL A: Order No.: RC 40220262 THAT PORTION OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 5, TOWNSHIP 21 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE SOUTH LINE OF SAID NORTHWEST QUARTER WHICH IS SOUTH 89053'59" WEST 285.00 FEET FROM THE SOUTHEAST CORNER OF SAID NORTHWEST QUARTER; THENCE NORTH 00005'23" EAST 60.00 FEET TO THE TRUE POINT OF BEGINNING OF THE TRACT HEREIN DESCRIBED; THENCE NORTH 00005'23" EAST 190.00 FEET; THENCE NORTH 04022'37" WEST 200.75 FEET, MORE OR LESS, TO THE SOUTHEASTERLY RIGHT-OF-WAY LINE OF SECONDARY STATE HIGHWAY 1-V (MALTBY ROAD); THENCE SOUTHWESTERLY ALONG SAID SOUTHEASTERLY RIGHT-OF-WAY LINE TO THE NORTH LINE OF THE SOUTH 60.00 FEET OF SAID NORTHWEST QUARTER; THENCE NORTH 89053'59" EAST, PARALLEL WITH SAID SOUTH LINE 402.00 FEET, MORE OR LESS, TO THE TRUE POINT OF BEGINNING; TOGETHER WITH AN UNDIVIDED 4/5 INTEREST IN THE FOLLOWING DESCRIBED PARCEL: THAT PORTION OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 5, TOWNSHIP 21 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE SOUTH LINE OF SAID NORTHWEST QUARTER DISTANT SOUTH 89053'59" WEST 210.00 FEET FROM THE SOUTHEAST CORNER OF SAID NORTHWEST QUARTER; THENCE NORTH 00005'23" EAST 60.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 00005'23" EAST 442.91 FEET, MORE OR LESS, TO THE SOUTHEASTERLY RIGHT-OF-WAY LINE OF SECONDARY STATE HIGHWAY 1-V (MALTBY ROAD); THENCE SOUTH 59045'44" WEST ALONG SAID SOUTHEASTERLY RIGHT-OF-WAY LINE 105.00 FEET; THENCE SOUTH 04022'37" EAST 200.75 FEET; THENCE SOUTH 00005'23" WEST 190.00 FEET, MORE OR LESS, TO THE NORTH LINE OF THE SOUTH 60.00 FEET OF SAID NORTHWEST QUARTER; THENCE NORTH 89053'59" EAST 75.00 FEET TO THE TRUE POINT OF BEGINNING; PARCEL B: BEGINNING AT A POINT ON THE SOUTH LINE OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 5, TOWNSHIP 21 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, FROM WHICH POINT THE SOUTHEAST CORNER OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SAID SECTION 5 BEARS NORTH 89053'59" EAST 210.00 FEET; THENCE SOUTH 89053'59" WEST 501.81 FEET TO THE SOUTHEASTERLY RIGHT-OF-WAY LINE OF SECONDARY STATE HIGHWAY 1-V (MALTBY ROAD); Order No.: RC 40220262 THENCE ALONG A 789.02 FOOT RADIUS CURVE TO THE RIGHT AN ARC DISTANCE OF 64.96 FEET; THENCE NORTH 89053'59" EAST 477.14 FEET; THENCE SOUTH 00005'23" WEST 60.00 FEET TO THE POINT OF BEGINNING; TOGETHER WITH AN UNDIVIDED 1/5 INTEREST IN THE FOLLOWING DESCRIBED PARCEL: THAT PORTION OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 5, TOWNSHIP 21 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE SOUTH LINE OF SAID NORTHWEST QUARTER DISTANT SOUTH 89053'59" WEST 210.00 FEET FROM THE SOUTHEAST CORNER OF SAID NORTHWEST QUARTER; THENCE NORTH 00005'23" EAST 60.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 00005'23" EAST 442.91 FEET, MORE OR LESS, TO THE SOUTHEASTERLY RIGHT-OF-WAY LINE OF SECONDARY STATE HIGHWAY 1-V (MALTBY ROAD); THENCE SOUTH 59045'44" WEST ALONG SAID SOUTHEASTERLY RIGHT-OF-WAY LINE 105.00 FEET; THENCE SOUTH 04022'37" EAST 200.75 FEET; THENCE SOUTH 00005'23" WEST 190.00 FEET, MORE OR LESS, TO THE NORTH LINE OF THE SOUTH 60.00 FEET OF SAID NORTHWEST QUARTER; THENCE NORTH 89053'59" EAST 75.00 FEET TO THE TRUE POINT OF BEGINNING; SITUATE IN THE CITY OF FEDERAL WAY, COUNTY OF KING, STATE OF WASHINGTON. APN: 0521049092 THE ADDRESS FOR THE EXHIBIT "A" ABOVE IS AS FOLLOWS: 941 S Dash Point Road Federal Way, WA 98003 THE PROPERTY ADDRESS SHOWN ABOVE IS NOT PART OF THE LEGAL DESCRIPTION FOR THE TITLE TO THE LAND TO BE INSURED. Order No.: RC 40220262 COMMITMENT FOR TITLE INSURANCE ISSUED BY FIRST AMERICAN TITLE INSURANCE COMPANY SCHEDULE B — SECTION I REQUIREMENTS: The following requirements must be satisfied (unless otherwise noted, all documents required to be recorded must be recorded in the official real estate records of the county in which said property is located): 1. Payment of the necessary consideration for the estate or interest to be insured. 2. Pay all premiums, fees and charges for the policy. 3. Documents satisfactory to the Company creating the estate or interest to be insured, must be properly executed, delivered and duly filed of record. 4. Payment of all taxes and/or assessments levied against the Land which are due, payable or delinquent. 5. You must tell us in writing the name of anyone not referred to in this Commitment who will get an interest in the land or who will make a loan on the land. We may have additional requirements or exceptions. 6. This transaction may be subject to a confidential order issued pursuant to the Bank Secrecy Act. Information necessary to comply with the confidential order must be provided prior to the closing. This transaction will not be insured until this information is submitted, reviewed and found to be complete. SCHEDULE B — SECTION II EXCEPTIONS: Schedule B of the Policy or Policies to be issued will contain exceptions to the following matters unless the same are disposed of to the satisfaction of the Company. 1. See Schedule B - Section II Standard Exceptions. 2. Defects, liens, encumbrances, adverse claims or other matters, if any, created, first appearing in the public records or attaching subsequent to the Effective Date but prior to the date the proposed Insured acquires for value of record the estate or mortgage thereon covered by this Commitment. SPECIAL EXCEPTIONS: REAL ESTATE EXCISE TAX PURSUANT TO THE AUTHORITY OF RCW CHAPTER 82.45 AND SUBSEQUENT AMENDMENTS THERETO. AS OF THE DATE HEREIN, THE TAX RATE FOR SAID PROPERTY IS 1.78%. ALL TRANSACTIONS RECORDED ON OR AFTER JULY 1, 2005: A FEE OF $10.00 WILL BE CHARGED ON ALL EXEMPT TRANSACTIONS; A FEE OF $5.00 WILL BE CHARGED ON ALL TAXABLE TRANSACTIONS IN ADDITION TO THE EXCISE TAX DUE; GENERAL PROPERTY TAXES AND SERVICE CHARGES, AS FOLLOWS, TOGETHER WITH INTEREST, PENALTY AND STATUTORY FORECLOSURE COSTS, IF ANY, AFTER DELINQUENCY: (1ST HALF DELINQUENT ON MAY 1; 2ND HALF DELINQUENT ON NOVEMBER 1) TAX ACCOUNT NO.: 0521049092 YEAR BILLED PAID BALANCE 2018 $ 105.60 $105.60 $0.00 TOTAL AMOUNT DUE, NOT INCLUDING INTEREST AND PENALTY: $0.00. LEVY CODE: 1205 ASSESSED VALUE LAND: $402,900.00 ASSESSED VALUE IMPROVEMENTS: $688,900.00 TOTAL ASSESSED VALUE $1,091,800.00 Order No.: RC 40220262 3. LIABILITY FOR EXEMPT TAXES IN THE EVENT OF SALE OF THE LAND TO A TAXPAYER NOT ENTITLED TO AN EXEMPT STATUS, OR IN THE EVENT OF DISALLOWANCE OF THE EXEMPTION FOR ALL OR PART OF THE CURRENT YEAR. THE EXEMPT PORTION OF THE TAXES WILL BECOME A LIEN UPON THE PURCHASER'S TITLE IF ALL OF THE CURRENT YEAR'S TAXES ARE NOT PAID PRIOR TO THE DATE OF THE CONVEYANCE. 4. NOTICE OF TAP OR CONNECTION CHARGES WHICH HAVE BEEN OR WILL BE DUE IN CONNECTION WITH DEVELOPMENT OR RE -DEVELOPMENT OF THE LAND AS DISCLOSED BY RECORDED INSTRUMENT. INQUIRIES REGARDING THE SPECIFIC AMOUNT OF THE CHARGES SHOULD BE MADE TO THE CITY/COUNTY/AGENCY. CITY/COUNTY/AGENCY: WATER DISTRICT NO. 124 OF KING COUNTY RECORDED: JUNE 1, 1981 RECORDING NO.: 8106010916 NOTICE OF TAP OR CONNECTION CHARGES WHICH HAVE BEEN OR WILL BE DUE IN CONNECTION WITH DEVELOPMENT OR RE -DEVELOPMENT OF THE LAND AS DISCLOSED BY RECORDED INSTRUMENT. INQUIRIES REGARDING THE SPECIFIC AMOUNT OF THE CHARGES SHOULD BE MADE TO THE CITY/COUNTY/AGENCY. CITY/COUNTY/AGENCY: FEDERAL WAY WATER AND SEWER DISTRICT RECORDED: MAY 12, 1989 RECORDING NO.: 8905120210 RESERVATIONS AND EXCEPTIONS EXPRESSED IN CONVEYANCE. GRANTOR: NORTHERN PACIFIC RAILWAY COMPANY RECORDING NO.: 273670 AS FOLLOWS: EXCEPTING AND RESERVING UNTO THE GRANTOR, ITS SUCCESSORS AND ASSIGNS, FOREVER, ALL COAL OR IRON UPON OR IN SAID LAND; TOGETHER WITH THE USE OF SUCH OF THE SURFACE AS MAY BE NECESSARY FOR EXPLORING FOR AND MINING OR OTHERWISE EXTRACTING AND CARRYING AWAY THE SAME; BUT THE GRANTOR, ITS SUCCESSORS AND ASSIGNS, SHALL PAY TO THE PRESENT LEGAL OWNER OR TO THEIR HEIRS, SUCCESSORS OR ASSIGNS, THE MARKET VALUE AT THE TIME MINING OPERATIONS ARE COMMENCED OF SUCH PORTION OF THE SURFACE AS MAY BE USED FOR SUCH OPERATIONS OR INJURED THEREBY INCLUDING ANY IMPROVEMENTS THEREON. NOTE: NO EXAMINATION HAS BEEN MADE TO DETERMINE THE PRESENT RECORD OWNER OF THE ABOVE MINERALS, OR MINERAL LANDS AND APPURTENANT RIGHTS THERETO, OR TO DETERMINE MATTERS WHICH MAY AFFECT THE LAND OR RIGHTS SO RESERVED. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: PURPOSE: INGRESS, EGRESS AND UTILITIES AREA AFFECTED: A PORTION OF SAID PREMISES RECORDING NO.: 5769597 AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: RECORDED: OCTOBER 9, 1979 RECORDING NO.: 7910090768 REGARDING: WATER SERVICE PROVIDED BY WATER DISTRICT NO. 124 OF KING COUNTY Order No.: RC 40220262 EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: FEDERAL WAY SCHOOL DISTRICT NO. 201 PURPOSE: RECIPROCAL ACCESS AND PARKING AREA AFFECTED: A PORTION OF SAID PREMISES RECORDED: JULY 25, 2003 RECORDING NO.: 20030725001749 10. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: FEDERAL WAY SCHOOL DISTRICT NO. 201 PURPOSE: INGRESS AND EGRESS AREA AFFECTED: A PORTION OF SAID PREMISES RECORDED: JULY 25, 2003 RECORDING NO.: 20030725001750 11. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BETWEEN: LAKEHAVEN UTILITY DISTRICT AND: CHRIST'S CHURCH OF FEDERAL WAY RECORDED: OCTOBER 22, 2003 RECORDING NO.: 20031022001072 REGARDING: WATER MAINS AND APPURTENANCES AND AMENDMENTS AND/OR MODIFICATIONS THERETO: RECORDED:: OCTOBER 21, 2004 RECORDING NO.: 20041021000091 CERTIFICATE OF COMPLETION AND RELEASE OF LIEN RECORDED ON JULY 17, 2006 UNDER RECORDING NO. 20060717000055. 12. EASEMENT AND LICENSE TO ENTER AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: CITY OF FEDERAL WAY PURPOSE: TO INSPECT THE CONSTRUCTION OF IMPROVEMENTS AND PERFORMANCE OF WORK AND TO ALLOW THE CITY TO PERFORM MAINTENANCE OR WORK AREA AFFECTED: A PORTION OF SAID PREMISES RECORDED: MAY 25, 2004 RECORDING NO.: 20040525000006 13. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: LAKEHAVEN UTILITY DISTRICT PURPOSE: WATER AND/OR SEWER FACILITIES AREA AFFECTED: A PORTION OF SAID PREMISES RECORDED: JUNE 23, 2006 RECORDING NO.: 20060623000137 14. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: GRANTEE: LAKEHAVEN UTILITY DISTRICT PURPOSE: WATER AND/OR SEWER FACILITIES AREA AFFECTED: A PORTION OF SAID PREMISES RECORDED: JUNE 23, 2006 RECORDING NO.: 20060623000138 SAID EASEMENT REPLACES AND SUPERSEDES EASEMENT RECORDED ON NOVEMBER 8, 1979 UNDER RECORDING NO. 7911080851. Order No.: RC 40220262 15. MATTERS SET FORTH BY SURVEY: RECORDED: DECEMBER 29, 1994 RECORDING NO.: 9412299009 16. DEED OF TRUST AND THE TERMS AND CONDITIONS THEREOF: GRANTOR: FEDERAL WAY CHRISTIAN CHURCH TRUSTEE: ROBERT J. VERZANI BENEFICIARY: CHURCH FUNDING CORP. ORIGINAL AMOUNT: $350,000.00 DATED: MARCH 1, 1979 RECORDED: MARCH 14, 1979 RECORDING NO.: 7903140596 SAID DEED OF TRUST MAY BE PAID IN FULL; HOWEVER, THE COMPANY FINDS NO EVIDENCE OF A RECORDED DEED OF RECONVEYANCE. 17. EVIDENCE SHOULD BE SUBMITTED DISCLOSING THE IDENTITY AND AUTHORITY OF THE PARTIES WHO WILL EXECUTE THE PROPOSED INSTRUMENT FOR CHRIST'S CHURCH IN ACCORDANCE WITH ITS BY-LAWS AND PURSUANT TO THE DISCIPLINE OF THE PARENT CHURCH WITH WHICH IT MAY BE AFFILIATED. 18 A SATISFACTORY SHOWING SHOULD BE MADE OF THE AUTHORITY OF THE OFFICERS EXECUTING THE PROPOSED INSTRUMENT ON BEHALF OF CHRIST'S CHURCH. CURRENT ARTICLES OF INCORPORATION AND BY-LAWS SHOULD BE FURNISHED TO THE COMPANY FOR REVIEW BOTH FOR SAID CHURCH, AND FOR ANY HIGHER DISCIPLINE OR ORGANIZATION TO WHICH IT IS RESPONSIBLE. 19 IT SHOULD BE NOTED THAT IN THE CASE OF A SALE OR MORTGAGE OF ALL OR SUBSTANTIALLY ALL OF THE LAND AND ASSETS OF A CORPORATION, REGARDLESS OF THE REQUIREMENTS OF THE ORGANIZATIONS INVOLVED, THE WASHINGTON NON-PROFIT CORPORATION ACT (RCW 24.03.215) REQUIRES A SPECIAL PROCEDURE. IF THERE ARE NO MEMBERS HAVING VOTING RIGHTS, THE ACT REQUIRES A SALE OR MORTGAGE TO BE AUTHORIZED BY MAJORITY VOTE OF THE DIRECTORS. IF THERE ARE MEMBERS HAVING VOTING RIGHTS, THE ACT REQUIRES THE FOLLOWING: THAT THE BOARD OF DIRECTORS ADOPT A RESOLUTION RECOMMENDING THE SALE OR MORTGAGE AND DIRECTING THAT IT BE PUT TO A VOTE OF THE MEMBERSHIP. THAT WRITTEN NOTICE OF THE MEETING STATING ONE OF THE PURPOSES IS TO SECURE APPROVAL OF THE TRANSACTION TO BE GIVEN TO EACH MEMBER, IN ACCORDANCE WITH THE ARTICLES AND BY-LAWS, BUT IN NO CASE TO BE DELIVERED LESS THAN 10 OR MORE THAN 50 DAYS BEFORE THE MEETING. THAT AUTHORIZATION AT SUCH MEETING REQUIRES A TWO -THIRD VOTE OF THE MEMBERSHIP PRESENT; AND THAT AFTER SUCH MEETING THE BOARD OF DIRECTORS APPROVE SUCH TRANSACTION BY APPROPRIATE RESOLUTION. 20. TERMS AND CONDITIONS OF MATTERS DISCLOSED BY A PROPERLY COMPLETED OWNER'S AFFIDAVIT. PLEASE EXECUTE THE ATTACHED OWNER'S AFFIDAVIT AND RETURN TO THE COMPANY AS SOON AS POSSIBLE. PLEASE NOTE: THE ATTACHED OWNER'S AFFIDAVIT HAS BEEN PREPARED FOR SIGNATURE BY THE OWNER SHOWN IN THE CURRENT VESTING DEED. IF THE TERMS OF OWNERSHIP OF THE SUBJECT PROPERTY HAVE CHANGED OR CHANGES OCCUR BETWEEN THE DATE OF THE COMPLETED OWNER'S AFFIDAVIT AND THE DATE OF RECORDING, PLEASE CONTACT THE TITLE COMPANY. A NEW, PROPERLY EXECUTED OWNER'S AFFIDAVIT WILL BE REQUIRED. Order No.: RC 40220262 NOTE 1: IN THE PAST 36 MONTHS, THERE HAVE BEEN NO CONVEYANCES OF RECORD FOR THE PROPERTY DESCRIBED IN SCHEDULE A HEREIN. TITLE WAS ACQUIRED BY DEED RECORDED ON JANUARY 25, 1990, UNDER RECORDING NO. 9001250517. NOTE 2: THE COMPANY HAS BEEN ASKED TO ISSUE SIMULTANEOUS POLICIES WITHOUT DISCLOSURE OF THE LIABILITY AMOUNTS. THIS COMMITMENT SHALL BE EFFECTIVE ONLY WHEN THE AMOUNTS OF THE OWNER'S AND LENDER'S POLICIES COMMITTED FOR HAS BEEN INSERTED IN SCHEDULE A HEREOF. THE FORTHCOMING OWNER'S POLICY MUST BE ISSUED IN AN AMOUNT AT LEAST EQUAL TO THE FULL VALUE OF THE ESTATE INSURED IN ACCORDANCE WITH OUR RATING SCHEDULE ON FILE IN THE OFFICE OF THE WASHINGTON STATE INSURANCE COMMISSIONER. THE COMPANY MAY HAVE FURTHER REQUIREMENTS IF THE UNDISCLOSED AMOUNT TO BE INSURED EXCEEDS THE CURRENT ASSESSED VALUATION. NOTE 3: TITLE WILL BE VESTED IN PARTIES YET TO BE DISCLOSED. WHEN TITLE IS VESTED, THEIR TITLE WILL BE SUBJECT TO MATTERS OF RECORD AGAINST THEIR NAMES, NOTE 4: THE MATTERS RELATING TO THE QUESTIONS OF SURVEY, RIGHTS OF PARTIES IN POSSESSION, AND UNRECORDED LIENS FOR LABOR AND MATERIAL HAVE BEEN CLEARED FOR THE LOAN POLICY WHICH, WHEN ISSUED, WILL CONTAIN THE ALTA 9-06 OR WLTA 100 ENDORSEMENT, AS APPROPRIATE FOR THE POLICY FORM. THE LOAN POLICY OFFERS ADDITIONAL COVERAGE WHICH WILL NOT BE PROVIDED IN THE OWNER'S POLICY TO BE ISSUED, EXCEPT AS SPECIFIED IN THE WLTA HOMEOWNER'S ADDITIONAL PROTECTION ENDORSEMENT (1/12/95), IF APPLICABLE. NOTE 5: BASED ON INFORMATION PROVIDED TO THE COMPANY, ON THE DATE OF THIS COMMITMENT IT APPEARS THAT THERE IS LOCATED ON THE LAND: COMMERCIAL/INDUSTRIAL KNOWN AS: 941 S DASH POINT ROAD FEDERAL WAY, WA 98003 MAP NOTE 6: IF YOU WOULD LIKE THE COMPANY TO ACT AS TRUSTEE IN THE PROPOSED DEED OF TRUST, PLEASE NOTE THAT CW TITLE MAY ACT AS TRUSTEE OF A DEED OF TRUST UNDER RCW 61.24.010(1). NOTE 7: THE COMPANY REQUIRES THE PROPOSED INSURED TO VERIFY THAT THE LAND COVERED BY THIS COMMITMENT IS THE LAND INTENDED TO BE CONVEYED IN THIS TRANSACTION. THE DESCRIPTION OF THE LAND MAY BE INCORRECT, IF THE APPLICATION FOR TITLE INSURANCE CONTAINED INCOMPLETE OR INACCURATE INFORMATION. NOTIFY THE COMPANY WELL BEFORE CLOSING IF CHANGES ARE NECESSARY. CLOSING INSTRUCTIONS MUST INDICATE THAT THE LEGAL DESCRIPTION HAS BEEN REVIEWED AND APPROVED BY ALL PARTIES. Order No.: RC 40220262 NOTE 8: THE FOLLOWING MAY BE USED AS AN ABBREVIATED LEGAL DESCRIPTION ON THE DOCUMENTS TO BE RECORDED, PER AMENDED RCW 65.04. SAID ABBREVIATED LEGAL DESCRIPTION IS NOT A SUBSTITUTE FOR A COMPLETE LEGAL DESCRIPTION WITH THE BODY OF THE DOCUMENT PTN NW SE OF 5-21-4E (TX LT 92) NOTE 9: IN THE EVENT THAT THE COMMITMENT JACKET IS NOT ATTACHED HERETO, ALL OF THE TERMS, CONDITIONS AND PROVISIONS CONTAINED IN SAID JACKET ARE INCORPORATED HEREIN. THE COMMITMENT JACKET IS AVAILABLE FOR INSPECTION AT ANY COMPANY OFFICE. NOTE 10: THE POLICY(S) OF INSURANCE MAY CONTAIN A CLAUSE PERMITTING ARBITRATION OF CLAIMS AT THE REQUEST OF EITHER THE INSURED OR THE COMPANY. UPON REQUEST, THE COMPANY WILL PROVIDE A COPY OF THIS CLAUSE AND THE ACCOMPANYING ARBITRATION RULES PRIOR TO THE CLOSING OF THE TRANSACTION. NOTE 11: PURSUANT TO MODIFIED PROVISIONS OF CHAPTER B65 OF THE FHLMC SINGLE FAMILY SELLER/SERVICER GUIDE AND THE FNMA SERVICING GUIDE, SHORT SALE LETTERS FROM FHLMC AND FNMA MAY PROHIBIT SUBSEQUENT RESALE FOR UP TO 90 DAYS. PLEASE NOTIFY THE COMPANY IMMEDIATELY IF YOU RECEIVE A SHORT SALE APPROVAL LETTER PROHIBITING SUBSEQUENT RESALE FOR UP TO 90 DAYS. NOTE 12: A $1.00 MAILING FEE WILL BE CHARGED PER DOCUMENT RECORDED. NOTE 13: WHEN SENDING DOCUMENTS FOR RECORDING, VIA U.S. MAIL OR SPECIAL COURIER SERVICE, PLEASE SEND TO THE FOLLOWING ADDRESS, UNLESS SPECIFIC ARRANGEMENTS HAVE BEEN MADE WITH YOUR TITLE UNIT: CW TITLE COLUMBIA CENTER 701 5TH AVENUE 42ND FLOOR SEATTLE, WA 98104 ATTN: RECORDING DEPT. CW TITLE PRE -ADDRESSED ENVELOPES MAY STILL BE USED WHEN SENDING DOCUMENTS VIA TDS (TITLE DELIVERY SERVICE) TO THE ADDRESS ON THE FACE OF THE COMMITMENT COVER PAGE OR TO THE ABOVE ADDRESS. (END OF SPECIAL EXCEPTIONS) Investigation should be made to determine if there are any sewer treatment capacity charges or if there are any service, installation, maintenance, or construction charges for sewer, water or electricity. In the event this transaction fails to close, a cancellation fee will be charged for services rendered in accordance with our rate schedule. Unless otherwise requested or specified herein, the forms of policy to be issued in connection with this Commitment will be the ALTA Homeowner's Policy of Title Insurance (2-03-10), and/or the ALTA Loan Policy (6-17-06). If the policy to be issued is the ALTA Homeowner's Policy of Title Insurance (2-03-10), certain Covered Risks will be subject to maximum dollar limits of liability and deductible amounts. The Policy committed for or requested may be examined by inquiry at the office that issued the Commitment. A specimen copy of the Policy form(s) referred to in this Commitment will be furnished promptly upon request. Order No.: RC 40220262 Disclosure of Affiliated Business. CW Title has a business relationship with several Windermere Real Estate firms that own shares of CW Title through various entities. Several Windermere Real Estate Firms own shares specifically through one of the parent companies of CW Title. Because of this relationship, if you are working with a broker from a Windermere Real Estate firm, the firm may receive a financial benefit from referring a client to CW Title. You are not required to use CW Title as a condition to your purchase or sale of a particular property. There are other settlement service providers available with similar services for comparable prices. GM2 Enclosures: Sketch / Map Vesting Deed All recorded matters Owner's Affidavit .4�nsS AMpp�Cs� FirstAmerican TitleTM Commitment Title Insurance Commitment BY First American Title Insurance Company INFORMATION The Title Insurance Commitment is a legal contract between you and the Company. It is issued to show the basis on which we will issue a Title Insurance Policy to you. The Policy will insure you against certain risks to the land title, subject to the limitations shown in the Policy. The Company will give you a sample of the Policy form, if you ask. This Policy contains an arbitration clause. All arbitrable matters when the Matter of Insurance is $2,000,000 or less shall be arbitrated at the option of either the Company or you as the exclusive remedy of the parties. You may review a copy of the arbitration rules at http://www.alta.org/. The Commitment is based on the land title as of the Commitment Date. Any changes in the land title or the transaction may affect the Commitment and the Policy. The Commitment is subject to its Requirements, Exceptions and Conditions. THIS INFORMATION IS NOT PART OF THE TITLE INSURANCE COMMITMENT. YOU SHOULD READ THE COMMITMENT VERY CAREFULLY. CONTENTS AGREEMENT TO ISSUE POLICY CONDITIONS SCHEDULE A 1. Commitment Date 2. Policies to be Issued, and Proposed Insureds 3. Interest in the Land and Owner 4. Description of the Land SCHEDULE B-1— REQUIREMENTS SCHEDULE B-11— EXCEPTIONS If you have any questions about the Commitment, contact: CW Title 11201 SE 8th ST, Suite 200 Bellevue, WA 98004 AGREEMENT TO ISSUE POLICY We agree to issue policy to you according to the terms of the Commitment. When we show the policy amount and your name as the proposed insured in Schedule A, this Commitment becomes effective as of the Commitment Date shown in Schedule A. If the Requirements shown in this Commitment have not been met within six months after the Commitment Date, our obligation under this Commitment will end. Also, our obligation under this Commitment will end when the Policy is issued and then our obligation to you will be under the Policy. Our obligation under this Commitment is limited by the following: • The Provisions in Schedule A. • The Requirements in Schedule B-1. • The Exceptions in Schedule B-I1. • The Conditions on Page 2. This Commitment is not valid without SCHEDULE A and Sections I and II of SCHEDULE B. First American Title Insurance Company Dennis J. Gilmore President MA41 �P. A"V"9� Jeffrey S. Robinson Secretary Form 5011000 (7-1-14) Page 11 of 18 1 ALTA Plain Language Commitment (6-17-06) Order No.: RC 40220262 (This Commitment is valid only when Schedules A and B are attached) This jacket was created electronically and constitutes an original document Copyright 200( 2009 American Land Title Association. All rights reserved. The use of this form is restricted to ALTA licensees and ALTA members in good standing as of the date of use. All other uses are prohibited. Reprinted under license from the American Land Tide Association. Form 5011000 (7-1-14) Page 12 of 18 1 ALTA Plain Language Commitment (6-17-06) CONDITIONS 1. DEFINITIONS (a) "Mortgage" means mortgage, deed of trust or other security instrument. (b) 'Public Records" means title records that give constructive notice of matters affecting your title according to the state statutes where your land is located. 2. LATER DEFECTS The Exceptions in Schedule B — Section II may be amended to show any defects, liens or encumbrances that appear for the first time in the public records or are created or attached between the Commitment Date and the date on which all of the Requirements (a) and (c) of Schedule B — Section I are met. We shall have no liability to you because of this amendment. 3. EXISTING DEFECTS If any defects, liens or encumbrances existing at Commitment Date are not shown in Schedule B, we may amend Schedule B to show them. If we do amend Schedule B to show these defects, liens or encumbrances, we shall be liable to you according to Paragraph 4 below unless you knew of this information and did not tell us about it in writing. 4. LIMITATION OF OUR LIABILITY Our only obligation is to issue to you the Policy referred to in this Commitment, when you have met its Requirements. If we have any liability to you for any loss you incur because of an error in this Commitment, our liability will be limited to your actual loss caused by your relying on this Commitment when you acted in good faith to: Comply with the Requirements shown in Schedule B - Section I or Eliminate with our written consent any Exceptions shown in Schedule B - Section II. We shall not be liable for more than the Policy Amount shown in Schedule A of this Commitment and our liability is subject to the terms of the Policy form to be issued to you. 5. CLAIMS MUST BE BASED ON THIS COMMITMENT Any claim, whether or not based on negligence, which you may have against us concerning the title to the land must be based on this Commitment and is subject to its terms. Form 5011000 (7-1-14) Page 13 of 18 1 ALTA Plain Language Commitment (6-17-06) SCHEDULE B SECTION II (CONTINUED) STANDARD EXCEPTIONS The matters listed below each policy form are expressly excepted from the coverage of that policy and that policy does not insure against loss or damage (and the Company will not pay costs, attorneys' fees or expenses) which arise by reason thereof. SCHEDULE B STANDARD EXCEPTIONS THAT WILL APPEAR IN ALTA OWNER'S and LOAN POLICY — STANDARD COVERAGE 1. Taxes or assessments which are not now payable or which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records; proceedings by a public agency which may result in taxes or assessments, or notices of such proceedings, whether or not shown by the records of such agency or by the public records. 2. Any facts, rights, interests or claims which are not shown by the public records but which could be ascertained by an inspection of the land or which may be asserted by persons in possession, or claiming to be in possession, thereof. 3. Easements, liens or encumbrances, or claims thereof, which are not shown by the public records. 4. Any encroachment, encumbrance, violation, variation, or adverse circumstance affecting the Title that would be disclosed by an accurate and complete land survey of the Land, and that is not shown by the Public Records. 5. Any lien, or right to a lien, for labor, material, services or equipment, or for contributions to employee benefit plans, or liens under Worker's Compensation Acts, not disclosed by the public records. 6. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) Indian treaty or aboriginal rights, including, but not limited to, easements or equitable servitudes; or, (d) water rights, claims or title to water, whether or not the matters excepted under (a), (b), (c) or (d) are shown by the public records. 7. Right of use, control or regulation by the United States of America in the exercise of powers over navigation; any prohibition or limitation on the use, occupancy or improvement of the land resulting from the rights of the public or riparian owners to use any waters which may cover the land or to use any portion of the land which is now or may formerly have been covered by water. 8. Any service, installation, connection, maintenance or construction charges for sewer, water, electricity, or garbage collection or disposal, or other utilities unless disclosed as an existing lien by the public records. SCHEDULE B STANDARD EXCEPTIONS THAT WILL APPEAR IN ALTA OWNER'S POLICY — EXTENDED COVERAGE 1. Taxes or assessments which are not now payable or which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real property or by the public records; proceedings by a public agency which may result in taxes or assessments, or notices of such proceedings, whether or not shown by the records of such agency or by the public records. 2. Underground easements, servitudes or installations which are not disclosed by the public records. 3. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) Indian treaty or aboriginal rights, including, but not limited to, easements or equitable servitudes; or, (d) water rights, claims or title to water, whether or not the matters excepted under (a), (b), (c) or (d) are shown by the public records. 4. Right of use, control or regulation by the United States of America in the exercise of powers over navigation; any prohibition or limitation on the use, occupancy or improvement of the land resulting from the rights of the public or riparian owners to use any waters which may cover the land or to use any portion of the land which is now or may formerly have been covered by water. 5. Any service, installation, connection, maintenance or construction charges for sewer, water, electricity, or garbage collection or disposal, or other utilities unless disclosed as an existing lien by the public records. Form 5011000 (7-1-14) Page 14 of 18 1 ALTA Plain Language Commitment (6-17-06) Order No.: RC 40220262 The following are the Exclusions From Coverage contained in the form of the policy or policies as described in Schedule A of the Commitment. AMERICAN LAND TITLE ASSOCIATION LOAN POLICY (06-17-06) EXCLUSIONS FROM COVERAGE The following matters are expressly excluded from the coverage of this policy, and the Company will not pay loss or damage, costs, attorneys' fees, or expenses that arise by reason of: 1. (a) Any law, ordinance, permit, or governmental regulation (including those relating to building and zoning) restricting, regulating, prohibiting, or relating to (i) the occupancy, use, or enjoyment of the Land; (ii) the character, dimensions, or location of any improvement erected on the Land; (iii) the subdivision of land; or (iv) environmental protection; or the effect of any violation of these laws, ordinances, or governmental regulations. This Exclusion 1(a) does not modify or limit the coverage provided under Covered Risk 5. (b) Any governmental police power. This Exclusion 1(b) does not modify or limit the coverage provided under Covered Risk 6. Rights of eminent domain. This Exclusion does not modify or limit the coverage provided under Covered Risk 7 or 8. 3. Defects, liens, encumbrances, adverse claims, or other matters (a) created, suffered, assumed, or agreed to by the Insured Claimant; (b) not Known to the Company, not recorded in the Public Records at Date of Policy, but Known to the Insured Claimant and not disclosed in writing to the Company by the Insured Claimant prior to the date the Insured Claimant became an Insured under this policy; (c) resulting in no loss or damage to the Insured Claimant; (d) attaching or created subsequent to Date of Policy (however, this does not modify or limit the coverage provided under Covered Risk 11, 13, or 14); or (e) resulting in loss or damage that would not have been sustained if the Insured Claimant had paid value for the Insured Mortgage. 4. Unenforceability of the lien of the Insured Mortgage because of the inability or failure of an Insured to comply with applicable doing -business laws of the state where the Land is situated. 5. Invalidity or unenforceability in whole or in part of the lien of the Insured Mortgage that arises out of the transaction evidenced by the Insured Mortgage and is based upon usury or any consumer credit protection or truth -in -lending law. 6. Any claim, by reason of the operation of federal bankruptcy, state insolvency, or similar creditors' rights laws, that the transaction creating the lien of the Insured Mortgage, is (a) a fraudulent conveyance or fraudulent transfer, or (b) a preferential transfer for any reason not stated in Covered Risk 13(b) of this policy. 7. Any lien on the Title for real estate taxes or assessments imposed by governmental authority and created or attaching between Date of Policy and the date of recording of the Insured Mortgage in the Public Records. This Exclusion does not modify or limit the coverage provided under Covered Risk 11(b). Form 5011000 (7-1-14) Page 15 of 18 1 ALTA Plain Language Commitment (6-17-06) Order No.: RC 40220262 AMERICAN LAND TITLE ASSOCIATION OWNER'S POLICY (06-17-06) EXCLUSIONS FROM COVERAGE The following matters are expressly excluded from the coverage of this policy, and the Company will not pay loss or damage, costs, attorneys' fees, or expenses that arise by reason of: 1. (a) Any law, ordinance, permit, or governmental regulation (including those relating to building and zoning) restricting, regulating, prohibiting, or relating to (i) the occupancy, use, or enjoyment of the Land; (ii) the character, dimensions, or location of any improvement erected on the Land; (iii) the subdivision of land; or (iv) environmental protection; or the effect of any violation of these laws, ordinances, or governmental regulations. This Exclusion 1(a) does not modify or limit the coverage provided under Covered Risk S. (b) Any governmental police power. This Exclusion 1(b) does not modify or limit the coverage provided under Covered Risk 6. 2. Rights of eminent domain. This Exclusion does not modify or limit the coverage provided under Covered Risk 7 or 8. Defects, liens, encumbrances, adverse claims, or other matters (a) created, suffered, assumed, or agreed to by the Insured Claimant; (b) not Known to the Company, not recorded in the Public Records at Date of Policy, but Known to the Insured Claimant and not disclosed in writing to the Company by the Insured Claimant prior to the date the Insured Claimant became an Insured under this policy; (c) resulting in no loss or damage to the Insured Claimant; (d) attaching or created subsequent to Date of Policy (however, this does not modify or limit the coverage provided under Covered Risk 9 and 10); or (e) resulting in loss or damage that would not have been sustained if the Insured Claimant had paid value for the Title. 4. Any claim, by reason of the operation of federal bankruptcy, state insolvency, or similar creditors' rights laws, that the transaction vesting the Title as shown in Schedule A, is (a) a fraudulent conveyance or fraudulent transfer; or (b) a preferential transfer for any reason not stated in Covered Risk 9 of this policy. 5. Any lien on the Title for real estate taxes or assessments imposed by governmental authority and created or attaching between Date of Policy and the date of recording of the deed or other instrument of transfer in the Public Records that vests Title as shown in Schedule A. Form 5011000 (7-1-14) Page 16 of 18 1 ALTA Plain Language Commitment (6-17-06) AMERICAN LAND TITLE ASSOCIATION HOMEOWNER'S POLICY OF TITLE INSURANCE FOR A ONE -TO -FOUR FAMILY RESIDENCE (2-03-10) EXCLUSIONS FROM COVERAGE In addition to the Exceptions in Schedule B, You are not insured against loss, costs, attorneys' fees, and expenses resulting from: Governmental police power, and the existence or violation of those portions of any law or government regulation concerning: a. building; b. zoning; C. land use; d. improvements on the Land; e. land division; and f. environmental protection. This Exclusion does not limit the coverage described in Covered Risk 8.a., 14, 15, 16, 18, 19, 20, 23 or 27. 2. The failure of Your existing structures, or any part of them, to be constructed in accordance with applicable building codes. This Exclusion does not limit the coverage described in Covered Risk 14 or 15. 3. The right to take the Land by condemning it. This Exclusion does not limit the coverage described in Covered Risk 17. 4. Risks: a. that are created, allowed, or agreed to by You, whether or not they are recorded in the Public Records; b. that are Known to You at the Policy Date, but not to Us, unless they are recorded in the Public Records at the Policy Date; C. that result in no loss to You; or d. that first occur after the Policy Date - this does not limit the coverage described in Covered Risk 7, 8.e., 25, 26, 27 or 28. 5. Failure to pay value for Your Title. 6. Lack of a right: a. to any land outside the area specifically described and referred to in paragraph 3 of Schedule A; and b. in streets, alleys, or waterways that touch the Land. This Exclusion does not limit the coverage described in Covered Risk 11 or 21. 7. The transfer of the Title to You is invalid as a preferential transfer or as a fraudulent transfer or conveyance under federal bankruptcy, state insolvency, or similar creditors' rights laws. Form 5011000 (7-1-14) Page 17 of 18 ALTA Plain Language Commitment (6-17-06) �^ A FirstAmerican Title" tit�..r�',•a �Ilfr '"r h Privacy Information We Are Committed to Safeguarding Customer Information In order to better serve your needs now and in the future, we may ask you to provide us with certain information. We understand that you may be concerned about what we will do with such information — particularly any personal or financial information. We agree that you have a right to know how we will utilize the personal information you provide to us. Therefore, together with our subsidiaries we have adopted this Privacy Policy to govern the use and handling of your personal information. Applicability This Privacy Policy governs our use of the information that you provide to us. It does not govern the manner in which we may use information we have obtained from any other source, such as information obtained from a public record or from another person or entity. First American has also adopted broader guidelines that govern our use of personal information regardless of its source. First American calls these guidelines its Fair Information Values. Types of Information Depending upon which of our services you are utilizing, the types of nonpublic personal information that we may collect include: Information we receive from you on applications, forms and in other communications to us, whether in writing, in person, by telephone or any other means; Information about your transactions with us, our affiliated companies, or others; and Information we receive from a consumer reporting agency. Use of Information We request information from you for our own legitimate business purposes and not for the benefit of any nonaffiliated party. Therefore, we will not release your information to nonaffiliated parties except: (1) as necessary for us to provide the product or service you have requested of us; or (2) as permitted by law. We may, however, store such information indefinitely, including the period after which any customer relationship has ceased. Such information may be used for any internal purpose, such as quality control efforts or customer analysis. We may also provide all of the types of nonpublic personal information listed above to one or more of our affiliated companies. Such affiliated companies include financial service providers, such as title insurers, property and casualty insurers, and trust and investment advisory companies, or companies involved in real estate services, such as appraisal companies, home warranty companies and escrow companies. Furthermore, we may also provide all the information we collect, as described above, to companies that perform marketing services on our behalf, on behalf of our affiliated companies or to other financial institutions with whom we or our affiliated companies havejoint marketing agreements. Former Customers Even if you are no longer our customer, our Privacy Policy will continue to apply to you. Confidentiality and Security We will use our best efforts to ensure that no unauthorized parties have access to any of your information. We restrict access to nonpublic personal information about you to those individuals and entities who need to know that information to provide products or services to you. We will use our best efforts to train and oversee our employees and agents to ensure that your information will be handled responsibly and in accordance with this Privacy Policy and First American's Fair Information Values. We currently maintain physical, electronic, and procedural safeguards that comply with federal regulations to guard your nonpublic personal information. Information Obtained Through Our Web Site First American Financial Corporation is sensitive to privacy issues on the Internet We believe it is important you know how we treat the information about you we receive on the Internet. In general, you can visit First American or its affiliates' Web sites on the World Wide Web without telling us who you are or revealing any information about yourself. Our Web servers collect the domain names, not the e-mail addresses, of visitors. This information is aggregated to measure the number of visits, average time spent on the site, pages viewed and similar information. First American uses this information to measure the use of our site and to develop ideas to improve the content of our site. There are times, however, when we may need information from you, such as your name and email address. When information is needed, we will use our best efforts to let you know at the time of collection how we will use the personal information. Usually, the personal information we collect is used only by us to respond to your inquiry, process an order or allow you to access specific account/profile information. If you choose to share any personal information with us, we will only use it in accordance with the policies outlined above. Business Relationships First American Financial Corporation's site and its affiliates' sites may contain links to other Web sites. While we try to link only to sites that share our high standards and respect for privacy, we are not responsible for the content or the privacy practices employed by other sites. Cookies Some of First American's Web sites may make use of "cookie" technology to measure site activity and to customize information to your personal tastes. A cookie is an element of data that a Web site can send to your browser, which may then store the cookie on your hard drive. FirstAm.com uses stored cookies. The goal of this technology is to better serve you when visiting our site, save you time when you are here and to provide you with a more meaningful and productive Web site experience. Fair Information Values Fairness We consider consumer expectations about their privacy in all our businesses. We only offer products and services that assure a favorable balance between consumer benefits and consumer privacy. Public Record We believe that an open public record creates significant value for society, enhances consumer choice and creates consumer opportunity. We actively support an open public record and emphasize its importance and contribution to our economy. Use We believe we should behave responsibly when we use information about a consumer in our business. We will obey the laws governing the collection, use and dissemination of data. Accuracy We will take reasonable steps to help assure the accuracy of the data we collect, use and disseminate. Where possible, we will take reasonable steps to correct inaccurate information. When, as with the public record, we cannot correct inaccurate information, we will take all reasonable steps to assist consumers in identifying the source of the erroneous data so that the consumer can secure the required corrections. Education We endeavor to educate the users of our products and services, our employees and others in our industry about the importance of consumer privacy. We will instruct our employees on our fair information values and on the responsible collection and use of data. We will encourage others in our industry to collect and use information in a responsible manner, Security We will maintain appropriate facilities and systems to protect against unauthorized access to and corruption of the data we maintain. CITY OF Federal Way NOTICE OF MASTER LAND USE APPLICATION AND OPTIONAL DETERMINATION OF NONSIGNIFICANCE (DNS) Project Name: Christ's Church — Ministry Center Expansion Project Description: A proposal to construct a 2-story, 32,000 sq. ft. multi -purpose building, associated site improvements and off -site parking at Sacajawea School. The 3.68-acre site is zoned RS 9.6, single family residential zoning district. The application also includes a request to adopt a revised Master Plan. Applicant: Neil Eugenio, Keimig Associates Architects/Planners, neil.e(c4comcasuiet Project Location: 941 S. Dash Point Road, Federal Way, WA Date Application Received: June 20, 2019 Date Determined Complete: June 21, 2019 Date of Notice of Application: June 28, 2019 Comment Due Date: July 19, 2019 Requested Decision and Other Permits Included with this Application: Use Process IV (File 19- 102839-UP); Environmental Determination (File 19-101462-SE); and Transportation Concurrency (File 19-101463-CN). The city will use Process IV `Hearing Examiner's Decision' to review and decide on the church expansion. Development Regulations Used for Project Mitigation: Federal Way Revised Code (FWRC) Title 14, "Environmental Policy," Title 16 "Surface Water Management," and Title 19 "Zoning and Development Code." Environmental Review: Based upon review of a completed environmental checklist and other information on file with the City, it is likely that the City of Federal Way will determine that the project will not have a probable significant adverse impact on the environment and expects to issue a Determination of Nonsignificance (DNS) for this project. The optional DNS process in WAC 197-11-355 is being used. This may be your only opportunity to comment on the environmental impacts of the proposed project. The proposal may include mitigation measures under applicable codes (conditions), and the review process may incorporate or require mitigation measures regardless of whether an environmental impact statement (EIS) is prepared. A copy of the subsequent threshold determination for the specific proposal may be obtained upon request. Environmental Documents: Environmental Checklist, Preliminary Stormwater Technical Information Report, Revised Master Plan Map, and Traffic Impact Analysis. Public Comments & Appeals: The initial public comment and notice period ends July 19, 2019. However, any person may submit written comments to the Hearing Examiner by delivering these comments to the Department of Community Development prior to the public hearing date (which has yet to be determined) or by giving these directly to the Hearing Examiner at the public hearing. Only the applicant, persons who submit written or oral comments to the Hearing Examiner, or persons who specifically request a copy of the written decision may appeal the Hearing Examiner's decision. Details of appeal procedures for the requested land use decision will be included with the written decision. Availability of File: The official project file and environmental documents are available for public review during normal business hours at the Department of Community Development (33325 81h Avenue South, Federal Way, WA 98003). Staff Contact: Leila Willoughby -Oakes; lei la.wiIlou hb -oakes()ci offederalwa .com, or 253-835-2644. Published in the Federal Way Mirror June 28, 2019. . A�k CITY OF Federal Way DEPARTMENT OF COMMUNITY DEVELOPMENT 33325 8`� Avenue South Federal Way, WA 98003 253-835-2607;Fax 253-835-2609 wwtiv. c itvo f f edera I way. co m RECE IVED Crime Prevention Through Environmer#A912 8 2019 Design.(CPTED) Checklist. CITY III FEDE1111M, COMMUNfTY DEVELOPMENT Directions Please fill out the checklist to indicate which strategies have been used to implement CPTED principles in your proposed project. Please check all strategies that are applicable to your project for each of the numbered guidelines. You may check more than one strategy for each guideline. Your responses will be evaluated by city staff, and will be integrated into the site -plan and/or building permit review process. Section and ✓ Functional Area Performance Performance Standard Standard Strategy a Applicable during Site Plan Review 6 Applicable during Building Permit Review Section 1.0 Natural Surveillance 1.1 Blind Corners Avoid blind corners in pathways and parking lots. Pathways should be direct. All barriers along pathways should be permeable (see through) including landscaping, fencing etc. r 0 Consider the installation of mirrors to allow users to see ahead of them and around corners. e Other strategy used: Wide and open sidewalks have been created or maintained for visibility. Evaluation for Agency Use Only _ ❑Revise _ ❑NA Comments: 1.2 Site and Building Layout LJCor Allow natural observation from the street to the use, from the ❑Revise use to the street, and between uses ❑NA Comments: Bulletin #022 — January 1, 2011 Page 1 of 9 k:\Handouts\CPTED Checklist Section and ✓ Functional Area Performance Performance Standard Standard Strategy ■ Applicable during Site Plan Review e Applicable during Building Permit Review Orient the main entrance towards the street or both streets on For Non -Single corners. ■ Family Development Position habitable rooms with windows at the front of the dwelling. ■ Access to dwellings or other uses above commercial/ retail development should not be from the rear of the building. M Offset windows, doorways and balconies to allow for natural observation while protecting privacy. ■ xLocate main entrances/exits at the front of the site and in view of the street. r For Commercial/ Retail/ Industrial If employee entrances must be separated from the main and Community entrance, they should maximize opportunities for natural Facilities surveillance from the street. ■ xIn industrial developments, administration/offices should be located at the front of the building. ■ Avoid large expanses of parking. Where large expanses of For Surface 19 parking are proposed, provide surveillance such as security Parking and cameras. ■ Parking Structures x Access to elevators, stairwells and pedestrian pathways should be clearly visible from an adjacent parking area. ■ 0 Avoid hidden recesses. ■ XLocate parking areas in locations that can be observed by adjoining uses. ■ Open spaces shall be clearly designated and situated at For Common/ locations that are easily observed by people. Parks, plazas, Open Space 19 common areas, and playgrounds should be placed in the front Areas of buildings. Shopping centers and other similar uses should face streets. ■ Other strategy used: (] Evaluation for Agency Use Only Bulletin #022 —January 1, 2011 Page 2 of 9 k:\Handouts\CPTED Checklist Section and Performance Standard 1.3 ✓ Functional Area Performance Standard Strategy ■ Applicable during Site Plan Review e Applicable during Building Permit Review Evaluation for Agency Use Only Common/Open Space Areas and Public On -Site Open _ ❑Cor Space _ ❑Revise Provide natural surveillance for common/open space areas. _ ❑NA Comments: Position active uses or habitable rooms with windows adjacent to main common/open space areas, e.g. playgrounds, swimming pools, etc., and public on -site open space. ■ Design and locate dumpster enclosures in a manner which 1� screens refuse containers but avoids providing opportunities to hide. ■ Locate waiting areas and external entries to elevators/stairwells 13 close to areas of active uses to make them visible from the building entry. 6 0 Locate seating in areas of active uses. e M Other strategy used: 1.4 Entrances Provide entries that are clearly visible. XDesign entrances to allow users to see into them before entering. M Entrances should be clearly identified (Signs must conform to 19 FArRC 19.140.060. Exempt Signs. (Applicable during Certificate of Occupancy Inspection). Other strategy used: A Covered, enclosed conneclfon between the existing main sanctuary and new multi -purpose center is bridged by a tall structure that complements the existing main entry, but is enclosed with tall aluminum storefronts on both sides for see -though Revise _ ❑NA Comments: 1.5 Fencing Fence design should maximize natural surveillance from the ❑_Revise street to the building and from the building to the street, and _ ❑NA minimize opportunities for intruders to hide. Comments: Bulletin #022 — January 1, 2011 Page 3 of 9 k:\Handouts\CPTED Checklist Section and ✓ Functional Area Performance Performance Standard Standard Strategy ■ Applicable during Site Plan Review A Applicable during Building Permit Review ❑ Front fences should be predominantly open in design, e.g. pickets or wrought iron, or low in height. e Design high solid front fences in a manner that incorporates ❑ open elements to allow visibility above the height of five feet. e If noise insulation is required, install double -glazing at the ❑ front of the building rather than solid fences higher than five feet. e Evaluation for Agency Use Only Other strategy used: An existing fence along the south and east }sue property lines with be maintained and enhanced with vegitative landscaping. 1.6 Landscaping _ ❑Cor Avoid landscaping which obstructs natural surveillance and _ ❑Revise allows intruders to hide. _ ❑NA Comments: xTrees with dense low growth foliage should be spaced or their crown should be raised to avoid a continuous barrier. R Use low groundcover, shrubs a minimum of 24 inches in height, or high -canopied trees (clean trimmed to a height of eight feet) around children's play areas, parking areas, and along pedestrian pathways. ■ XAvoid vegetation that conceals the building entrance from the street. ■ Other strategy used: 1.7 Exterior Lighting _ ❑conf Provide exterior lighting that enhances natural surveillance. _ ❑Revise (Refer to FWRC 19.115.050(7)(a) for specific lighting _ ❑NA requirements.) Comments: Prepare a lighting plan in accordance with Illuminating Engineering Society of America (IESA) Standards, which addresses project lighting in a comprehensive manner. Select a lighting approach that is consistent with local conditions and crime problems. 0 Bulletin #022 —January 1, 2011 Page 4 of 9 k:\Handouts\CPTED Checklist Section and ✓ Functional Area Performance Performance Standard Standard Strategy Applicable during Site Plan Review 6 Applicable during Building Permit Review Locate elevated light fixtures (poles, light standards, etc.) in a Xcoordinated manner that provides the desired coverage. The useful ground coverage of an elevated light fixture is roughly twice its height. ■ For areas intended to be used at night, ensure that lighting ❑ supports visibility. Where lighting is placed at a lower height to support visibility for pedestrians, ensure that it is vandal - resistant. e ❑ Ensure inset or modulated spaces on a building facade, access/egress routes, and signage is well lit. e ❑ In areas used by pedestrians, ensure that lighting shines on pedestrian pathways and possible entrapment spaces. e Place lighting to take into account vegetation, in its current and ❑ mature form, as well as any other element that may have the potential for blocking light. e Avoid lighting of areas not intended for nighttime use to avoid ❑ giving a false impression of use or safety. If danger spots are usually vacant at night, avoid lighting them and close them off to pedestrians. e XSelect and light "safe routes" so that these become the focus of legitimate pedestrian activity after dark. ■ Avoid climbing opportunities by locating light standards and electrical equipment away from walls or low buildings. e ❑ Use photoelectric rather than time switches for exterior lighting. e In projects that will be used primarily by older people (retirement homes, congregate care facilities, senior and/ or community centers, etc.) provide higher levels of brightness in public/common areas. e Other strategy used: 0 Evaluation for Agency Use Only 1.8 Mix of Uses LJCor In mixed use buildings increase opportunities for natural ❑Revise surveillance, while protecting privacy. _ ❑NA Comments: Bulletin #022 —January 1, 2011 Page 5 of 9 k:\Handouts\CPTED Checklist Section and ✓ Functional Area Performance Performance Standard Standard Strategy ■ Applicable during Site Plan Review 6 Applicable during Building Permit Review Where allowed by city code, locate shops and businesses on lower floors and residences on upper floors. In this way, ❑ residents can observe the businesses after hours while the residences can be observed by the businesses during business hours. A ❑ Include food kiosks, restaurants, etc. within parks and parking structures. ■ Evaluation for Agency Use Only Other strategy: used 1.9 Security Bars, Shutters, and Doors _ ❑Conf "en used and permitted by building and fire codes, security _ ❑Revise bars, shutters, and doors should allow observation of the street _ ❑NA and be consistent with the architectural style of the building. Comments: XSecurity bars and security doors should be visually permeable (see -through). e Other strategy used: Section and ✓ Functional Area Evaluation for Performance Performance Standard Agency Use Only Standard Strategy ■ Applicable during Site Plan Review e Applicable during Building Permit Review Section 2.0 Access Control 2.1 Building Identification _ ❑Conf Ensure buildings are clearly identified by street number to _ ❑Revise prevent unintended access and to assist persons trying to find _ ❑NA the building. Identification signs must conform to FYVRC Comments: 19.140.060. Exempt Signs. Street numbers should be plainly visible and legible from the street or road fronting the property. e Bulletin #022 — January 1, 2011 Page 6 of 9 k:\Handouts\CPTED Checklist Section and ✓ Functional Area Evaluation for Performance Performance Standard Agency Use Only Standard Strategy ■ Applicable during Site Plan Review e Applicable during Building Permit Review In residential uses, each individual unit should be clearly numbered. In multiple building complexes, each building entry ❑ should clearly state the unit numbers accessed from than entry. In addition, unit numbers should be provided on each level or floor. e ❑ Street numbers should be made of durable materials, preferably reflective or luminous, and unobstructed (e.g. by foliage). e For larger projects, provide location maps (fixed plaque ❑ format) and directional signage at public entry points and along internal public routes of travel. e Other strategy used: 2.2 Entrances _ ❑Cor Avoid confusion in locating building entrances. _ ❑Revise _ ❑NA Comments: Entrances should be easily recognizable through design IR features and directional signage. (Signs must conform to FWRC 19.140.060. Exempt Signs. ■ )� Minimize the number of entry points. 0 Other strategy used: 2.3 Landscaping _Conforms Use vegetation as barriers to deter unauthorized access. ❑_Revise _ ❑NA Comments: ❑ Consider using thorny plants as an effective barrier. e Other strategy used: 2.4 Landscaping Location _ ❑CL)trf Avoid placement of vegetation that would enable access to a _ ❑Revise building or to neighboring buildings. _ ❑NA Comments: Bulletin #022 — January 1, 2011 Page 7 of 9 k:\Handouts\CPTED Checklist Section and ✓ Functional Area Evaluation for Performance Performance Standard Agency Use Only Standard Strategy ■ Applicable during Site Plan Review e Applicable during Building Permit Review Avoid placement of large trees, garages, utility structures, 0 fences, and gutters next to second story windows or balconies that could provide a means of access. r Other strategy used: 2.5 Security _ ❑Con Reduce opportunities for unauthorized access _Revise _ ❑NA Comments: Consider the use of security hardware and/or human measures 0 to reduce opportunities for unauthorized access. (Applicable during Certl rcate af OccupancyIns ectian). Other strategy used: Additional security cameras will be added to existing system. Active shooter program(s) will be implimented along with secured hardware at other remote door locations. 2.6 Signage _ ❑Cor Insure that signage is clearly visible, easy to read and simple _ ❑Revise to understand [Signs must conform to FWRC 19.140.060. _ ❑NA Exempt Signs]. Comments: Use strong colors, standard symbols, and simple graphics for informational signs. e Upon entering the parking area, provide both pedestrians and For Surface ❑ drivers with a clear understanding of the direction to stairs, Parking and elevators, and exits. e Parking Structures 13 In multi -level parking areas, use creative signage to distinguish between floors to enable users to easily locate their cars. e Advise users of security measures that are in place and where to find them, i.e. security phone or intercom system. e Provide signage in the parking area advising users to lock their cars. e Bulletin #022 —January 1, 2011 Page 8 of 9 k:\Handouts\CPTED Checklist r Section and ✓ Functional Area Evaluation for Performance Performance Standard Agency Use Only Standard Strategy a Applicable during Site Plan Review e Applicable during Building Permit Review ❑ Where exits are closed after hours, ensure this information is indicated at the parking area entrance. e Other strategy used: 13 Section 3.0 Ownership 3.1 Maintenance _ ❑Conf Create a "cared for" image _ ❑Revise ❑NA Comments: Ensure that landscaping is well maintained, as per FWRC 19.125.090, in order to give an impression of ownership, care, and security. (Ongoing). Where possible, design multi -unit residential uses such that no ❑ more than six to eight units share a common building entrance. ■ Other strategy used: El 3.2 Materials _ ❑Conf Use materials, which reduce the opportunity for vandalism. _ ❑Revise _ ❑NA Comments: Consider using strong, wear resistant laminate, impervious glazed ceramics, treated masonry products, stainless steel ❑ materials, anti -graffiti paints, and clear over sprays to reduce opportunities for vandalism. Avoid flat or porous finishes in areas where graffiti is likely to be a problem. e ❑ Where large walls are unavoidable, refer to FWRC 19.125.040(21) regarding the use of vegetative screens. e Common area and/or street furniture shall be made of long ❑ wearing vandal resistant materials and secured by sturdy anchor points, or removed after hours. e Other strategy used: Bulletin #022 —January 1, 2011 Page 9 of 9 k:\Handouts\CPTED Checklist 41k CIT Federal Way COMMUNITY DEVELOPMENT DEPARTMENT 33325 8th Avenue South Federal Way WA 98003-6325 253-835-7000; Fax 253-835-2609 planning@cityoffederalway.com www.Cityaffederaiway_com DECLARATION OF DISTRIBUTION 1, �Ne . UJ l I, 0 (O -J Lreby declare, under penalty of perjury of the laws of the State of Washingn,th6t a: ❑ Notice of Land Use Application/Action ❑ Notice of Determination of Significance (DS) and Scoping Notice ❑ Notice of Environmental Determination of Nonsignificance (SEPA, DNS) ❑ Notice of Mitigated Environmental Determination of Nonsignificance (SEPA, MDNS) 3 Notice of Land Use Application & Optional DNS4M-E)-� 0 FWRC Interpretation ❑ Other ❑ Land Use Decision Letter ❑ Notice of Public Hearing before the Hearing Examiner ❑ Notice of Planning Commission Public Hearing ❑ Notice of LUTC/CC Public Hearing ❑ Notice of Application for Shoreline Management Permit ❑ Shoreline Management Permit ❑ Adoption of Existing Environmental Document was ❑ mailed ❑ faxed ❑ e-mailed and/or ❑ posted to or at each of the attached addresses on 2019. Project Name File Number(s) Signature 7[ r�1 L1 CQoAz Date ao K:\PLANNING INTERN\Declaration of Distribution notices\Declaration of Distribution with Posting Sites.doc Posting Sites: Federal Way City Hall - 33325 8th Avenue Federal Way Regional Library - 34200 1 st Way South Federal Way 320th Branch Library - 848 South 320th Street K:\PLANNING INTERN\Declaration of Distribution notices\Declaration of Distribution with Posting Sites.doc M1 DEPARTMENT OF COMMUNITY DEVELOPMENT 8fh Avenue South Federal Way WA 98003 CITY OF 253-835-7000; Fax 253-835-2609 FederalWay www.cityoffederalway_.cam DECLARATION OF DISTRIBUTION 1, E. Tina Piety hereby declare, under penalty of perjury of the laws of the State of Washington, that a: ❑ Notice of Land Use Application/Action ❑ Notice of Determination of Significance (DS) and Scoping Notice ❑ Notice of Environmental Determination of Nonsignificance (SEPA, DNS) ❑ Mitigated Environmental Determination of Nonsignificance (SEPA, MDNS) 0 Notice of Land Use Application & Optional DNS/MDNS ❑ FWRC Interpretation ❑ Other ❑ Land Use Decision Letter ❑ Notice of Public Hearing before the Hearing Examiner ❑ Notice of Planning Commission Public Hearing ❑- Notice of LUTC/CC Public Hearing ❑ Notice of Application for Shoreline Management Permit ❑ Shoreline Management Permit ❑ Adoption of Existing Environmental Document Was ❑x emailed ❑ mailed ❑ faxed and/or ❑ posted to or at each of the attached addresses on June 25 2019. Project Name Christ's Church - Ministry Center Expansion K6-� File Number(s) 19-102839-UP & 19-1028'3t- SE Signature Date June 25 2019 Ak CITY OF Federal Way NOTICE OF MASTER LAND USE APPLICATION AND OPTIONAL DETERMINATION OF NONSIGNIFICANCE (DNS) Project Name: Christ's Church — Ministry Center Expansion Project Description: A proposal to construct a two-story, 32,000 square foot multi -purpose building, associated site improvements and off -site parking at Sacajawea School, The 3.68-acre site is zoned RS 9.6, single family residential zoning district. The application also includes a request to adopt a revised Master Plan. Applicant: Neil Eugenio, Keimig Associates Architects/Planners, neil.e comcast.net Project Location: 941 South Dash Point Road, Federal Way, WA Date Application Received: June 20, 2019 Date Determined Complete: June 21, 2019 Date of Notice of Application: June 28, 2019 Comment Due Date: July 19, 2019 Requested Decision and Other Permits Included with this Application: Use Process IV (File 19-102839-UP); Environmental Determination (File 19-101462-SE); and Transportation Concurrency (File 19-101463-CN). The city will use Process IV "Hearing Examiner's Decision" to review and decide on the church expansion. Development Regulations Used for Project Mitigation: Federal Way Revised Code (FWRC) Title 14, "Environmental Policy," Title 16 "Surface Water Management," and Title 19 "Zoning and Development Code." Environmental Review: Based upon review of a completed environmental checklist and other information on file with the city, it is likely that the City of Federal Way will determine that the project will not have a probable significant adverse impact on the environment and expects to issue a Determination of Nonsignificance (DNS) for this project. The optional DNS process in WAC 197-11-355 is being used. This may be your only opportunity to comment on the environmental impacts of the proposed project. The proposal may include mitigation measures under applicable codes (conditions), and the review process may incorporate or require mitigation measures regardless of whether an environmental impact statement (EIS) is prepared. A copy of the subsequent threshold determination for the specific proposal may be obtained upon request. Environmental Documents: Environmental Checklist, Preliminary Stormwater Technical Information Report, Revised Master Plan Map, and Traffic Impact Analysis. Public Comments & Appeals: The initial public comment and notice period ends July 19, 2019. However, any person may submit written comments to the Hearing Examiner by delivering comments to the Department of Community Development prior to the public hearing date (which has yet to be determined) or by giving these directly to the Hearing Examiner at the public hearing. Only the applicant, persons who submit written or oral comments to the Hearing Examiner, or persons who specifically request a copy of the written decision may appeal the Hearing Examiner's decision. Details of appeal procedures for the requested land use decision will be included with the written decision. Availability of File: The official project file and environmental documents are available for public review during normal business hours at the Department of Community Development (33325 8`h Avenue South, Federal Way, WA 98003). Staff Contact: Leila Willoughby -Oakes; leila.willoti„ghb, -oakes _,cityoffederalway.com, or 253-835-2644. Published in the Federal Way Mirror June 28, 2019. 19-101462-SE Doc ID 79043 Tina Piety From: Ken Spurrell <leg@ls@tacomadailyindex.corn> Sent: Tuesday, June 25, 2019 3:43 PM To: Tina Piety Cc: Leila Willoughby -Oakes; Stacey Welsh Subject: Re: Legal Notices Received, thank you. Ken Spurrell Publisher Direct: 253-232-5219 Internal: 15001 Fax: 253-627-2253 15 Oregon Ave, Suite 101, Tacoma, WA 98409 Sound Publishing Man Print Rates Online Rates Media Kit Sound Info On Tue, Jun 25, 2019 at 3:41 PM Tina Piety <Tina.Piet cityaffederalway.com> wrote: Hello, Please publish the attached legal notices (NOA and Optional DNS, 19-101462-SE and Updated Notice of Agency Decision Appeal Hearing, 16-102948-SE) in the Federal Way Mirror's Friday (6/28/2019) issue. Please furnish affidavits of publication. This is for the Community Development account 83722477. Thank you, Tina E. Tina Piety, CAP, OM Administrative Assistant II Community Development Department 33325 8'h Avenue South 1 Federal Way, WA 98003-6325 Phone:253/835-2601 Fax: 253/835-2609 4 ,.,,,%v.citvotTcdcraIway.com 025300032E Randall 0253000330 Francisco 0253000335 Flavia 0521049024 0521049044 Angela 0521049057 Morgan 0521049142 Dieter 0521049148 Hanji 5149800010 Theodore 5149800020 Dennis 5149800030 Raphael S149800060 Joseph 5149800070 Michael 5151600005 Phu 5151600010 Leonard 5151600015 Stephen 5151600020 Larry 515160002E Mike 5151600040 Vladimir 5151600045 Thangvandy 5151600050 Nancy 5151600055 Jae 5151600060 Christopher 5151600065 Anderson 5151600070 Djiba S151600075 Keith 5151600110 Jeffrey 5151600115 Pamela S151600120 Benjamin 5151600125 Kimberlee 5151600170 Jane 5151600175 An 5151600186 Yuko 5151600270 Idalia 5151600275 William 5151600280 Janet 5153900030 Emmanuel 5153900040 Dwight 5153900050 Marilyn 5153900060 Harold 5153900070 George 5153900080 S153900090 Marilyn 5153900100 Rabbi -Ruth 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Ave S 33330 8th Ave S 901 S Dash Pt Rd 849 5 Dash Point Rd 4002 32nd Ave W 918 S 301st St PO Box 3061 30010 8th PI S 30020 8th PI 5 30013 8th PI S 30005 8th PI S 547 NE 61st PI 9115 299th PI 921 S 299th PI 1003 5 299th PI PO Box 2006 29914 8 Place 5 29906 8th PI 5 801 S 299th PI 8115 299th PI 8215 299th PI 1412 SW 43rd St Ste 120 841 S 299th PI 29903 9th PI S 29825 8th PI S 29905 8th PI S 820 5 300th St 808 S 299th PI 898 S 299th PI 6718 29th Ave S 818 S 299th PI 29726 9th PI S 912 5 299th PI 29655 loth PI S 3010611th PI S 3010011th PI 5 3001211th PI S 30008 11th Place So 30007 filth PI 5 1717 Main Street Ste 2000 30015 llth PI S 1018 S 301st St 1014 S 301st St 1010 So 301st St 1006 5 301st St 26008 27th PI S L102 3010510th Ave S 1005 S 301st St PO Box 4773 10215 301st St 1027 5 301st St OwneTQyNm OwnerState OwnerZIP SiteAddr Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Seattle Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Hillsborough Federal Way Federal Way Federal Way Milton Federal Way Federal Way Federal Way Federal Way Federal Way Renton Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Seattle Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal W Federal Way Dallas Federal Way Federal Way Federal Way Federal Way Federal Way Kent Federal Way Federal Way Federal Way Federal Way Federal Way WA WA WA WA WA WA WA WA WA WA WA WA WA OR WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA TX WA WA WA WA WA WA WA WA WA WA WA 98003 98003 98003 98003 98003 98003 98199 98003 98003 98003 98003 98003 98003 97124 98003 98003 98003 98354 98003 98003 98003 98003 98003 98057 98003 98003 98003 98003 98003 98003 98003 98108 98003 98003 98003 98003 98003 98003 98003 98003 98003 75201 98003 98003 98003 98003 98003 98032 98003 98003 98063 98003 98003 3000113th Ave S 3000713th Ave S 3001713th Ave S 1101 S Dash Point Rd 9015 Dash Point Rd 849 5 Dash Point Rd 909 S Dash Point Rd 918 S 301st St 908 S Dash Point Rd 30010 8th PI S 30020 8th PI S 30013 8th PI S 30005 8th PI S 903 S 299th PI 9115 299th PI 921 S 299th PI 1003 S 299th PI 1011 S 299th PI 29914 8th PI S 29906 8th PI S 801 S 299th PI 811 S 299th PI 821 S 299th PI 831 S 299th PI 841 S 299th PI 29903 9th PI S 29825 8th PI S 29837 8th PI 5 820 5 300th St 808 S 299th PI 898 S 299th PI 838 S 299th PI 818 S 299th PI 29726 9th PI S 912 5 299th PI 29655 10th PI 5 3010611th PI S 3010011th PI S 3001211th PI S 3000811th PI 5 3000711th PI S 3001111th PI S 3001511th PI S 1018 S 301st St 1014 5 301st St 1010 5 301st St 1006 5 301st St 1002 S 301st St 3010510th Ave 5 1005 S 301st St 1013 S 301st St 10215 301st St 1027 5 301st St SiteunIt Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal `Nay Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way Federal Way S iraSrara aro�io WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA WA 98003 98083 98003 98093 98093 98e3 98003 98093 98003 98003 98003 98003 98003 98903 98003 98803 98003 98003 98003 98003 98903 98003 98803 98003 98003 98003 98003 98003 98603 98t)03 98903 98003 98003 98003 98003 98803 98003 98963 98003 98003 98063 98003 98003 98003 98003 98003 98003 98003 98CO3 98003 98003 9W03 98V03 RECEIVED MAR 2 8 2019 CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT tol. 1A -01 QO�f I 502.43• 11 OP 03' 21' W MASTER SITE PLAN i ZONING: RS 7,200 LOT AREA: 168,141.6 SQUARE FEET PAVED AREA: 50,925 SQUARE FEET GRAVEL AREA: 49,503 SQUARE FEET BUILDINGS: SANCTUARY: 4,056 SQUARE FEET EDUCATION: 9,742 SQUARE FEET MODULAR: 1,417 SQUARE FEET RECEIVED BY COMMUNITY DEVELOPMENT NFA MENT M 1. nn MASTER SITE PLAN CHRIST'S CHURCH - FEDERAL WAY tl � • ENGINEER" �� 7 • �: LL F^' COHSILTAMTS NORTHWEST 1. OTANICH J J D. i � Y, CHWSrS CHLWXh — FEDERAL IRV 941 DASH POINT ROAD FEDIRAL WAY. WA ROOD} SURE 115 33430 — I3TH PLACE SOUTH FEDERAL WAY, WA 95003 FAX Z206) 952 77799 GENERAL NOTE" 1 All Or..ud4n &a b. b 1mwd.-n hrb e. F.dRW " Z.AV C.& ( VJM. •ppvbb Ofdff .. .4 0. CRY C-9 "'-A- Or Pal•d WIV--L Th." dmnl. U N LEGAL DESCRPPON .Y.pWIwrAW by ow ll W SPRIIII` rd 9W "RI, WWG-. ww S/urtlr W cawmo-- VTJII(FJL D..n% nRM1. K CAC - M/VERT lAK6NYEN SETIEA DISTRICT 1 T THAT PORTION OF THE NORTHWEST 1/4 OF THE O••Al'h TNr &l Mvfi)W R.l.,i a, •d.l.IvwlorF �*�F wgcw..d w aa.ul■!+Y d r H[ I 93A I SOUTHWEST 1 /1 OF SECTION 5. TOWWOW 21 NORTH, RANGE *-p- b -It Na r.w. H-nwb4. a-19.e.Ihe1-r 1HW Wbm M �II.11 rKa "n w- MH-172 ELEV 420 D AS SHOWN LEGEND O SET REa1WI.D. OUP • EX BATL/LB. CAP LS 15033 ❑ SET LINE STAKE i SET NAIL/LD TAG © NON/CASE DC CDNC ON LION- • EXISTING REBAR/I.D C.- 4 EAST, W M . DESCRIBED AS FOLLOWS: ow- R< �W fr1.F Y ro - 0091 w N41ff 2 TI. 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WA 98003 a>t CONSULTANTS 5206) 952-7797 NORTHWEST (NI (206) 952 -7799 ' H•la *1 Rv9d1Fy1 I 07JJNCN 33D 9 0 4,r (I 1t-21-w 2 OF 21 94087 4-INNNALL' RED — MAPLE ■ 70' OL r 7v 75-EAR HARBOR' • ANIPER • 3'Or_ / 770-6ALAL • 1S Or_14-COTONEASTER 'REPANDENS' X O.G. Ay>m 35-YaOLD C0A6V ■S _ JUNIPER • X OL. 7� 3 •'MINA KRJSCHCE' 40-'6PRIGW000 PINK' RHODODENDRON IV 75-'BAR HARBOR' WEATHER 7' O.0 op ANIPER • 3' OL 7-RED �f ll 70-'OTTO LSIYKF,N' Q RED CEDAR EX16TNG DOUGLAS FIR L • 3' OL. 4 35•`GOLD COAST' 30-WILD COAS 70Z- NO WORK 6-'GRALF SEABROOIK' JUNIPER 3' O.G. JUNIPER • 3 RHODODENDRON }-GREEN JAPA ESE MAPLE 1-15OIWALL' I -PACIFIC RED MAPLE • DOGWOOD 25-MAR WAR50. �� ■ p JUNIPER a 3' OL. 74 STALLS MATCHLINE NNN......III WWOTT° LUYKENI LAUREL • 3' OL PARKING CALCULATIONS EXISTING PAVED PARKING - CJ STALLS TOTAL PARKING REQUIRED - 122 6TALL6 ADPITLO14AL STALLS KZalJIKeD- 33 STALLS (GRAVEL) LXI5TINO 'STALLS PROVIDED- 15 STALLS (GRAVEL) TOTAL PARKING PROVIDED - 161 STALLS SHEET NOTES REFER TO 614EET L-7-FOR PLANT MATERIAL LIST, DETAILS AND SPECIFICATIONS. 3-AMERICAN "ET 35-DWARF BURV6G BUSH • 4' OL 103- BAR HAFRtCR JUNIPER f VOL. NORTH Jt 4p a 7 to -SME: j' w20' P.x o1 r w r EXISTING 6ALAL EXISTNG PAVED PARKIN 5-'C4EROKEE CHIEF' LOT UT" 85 STALLS DOGWOOD 30-Y-FOLD COAST' JUNIPER • 3' OL 7-GREEN JAPA ESE MAPLE 75-'BAR WARBOR' JUNIPER • X OC. • 3-'CWEROKEE CWIEF' EXISTING DOGWOOD DOUGLA6 FIR • a IT7-T5R0�'+OOR' JUNIPER • 4' OL h a a 3-GREEN JAPANS MAPLE 3 L8 3-'CFEROKEE CU416P DOGW000 EXISTING BUILDING 3-DOUGLA6 FIR 1-'GRACE SEABROC MATCHLINE RHODODENDRON 77 EX15TW6 6ALAL TYR EXIGTMG CEDAR N-'ANNA KRUUSCIKE' RHODODENDRON Li STALLS C. 151-OALAL • IS' OL ! ■ EXISTING MAPLE • ■ u-'GRACE SEABROOK. ■ RHODODENDRON 7-PACF r_ DOGWOOD ■ EXISTING FIR • • • U STALLS • • • 6W-SAL AL • U6' OTC.- 10-PORTUGAL LAUREL • 5' OL I � 1 %-'ANNA KlINJSClKE'— RHODODENDRON 1 i� EXISTING BUILDING 5 ex 15T NEWPLAYGROUND 6TALL6 TYR . tST.LS LF� f ■ ■ EXISTNG TREES —}"AMERUCAN _ = I-DOUGLAS FIR 6uEET GUM W4 i; 3-DOUGLA6 FIR EXISTING DENSE f-OREGO LANDSCAPING GRAPE �I1 17 LX157 STALLS� / `EXISTING GRAVEL� i2Gb T -T'RS. FURNIVAL' RHODODENDRON —770•SALAL _ 6uEEr T� ex15TwG rtAPLE 3•AMEU�GdY GUt � �, OC- C-OREGON RAPE ry GRACE 13-?IRS. FURNIVAL'� 6-T'R5 FURNIVAL'—' 3-DOUGLAS FIR RHODOOENDRON RHOOODENDRON GRAVE L 15 Ex15T 6TALL6 CF GRAVEL 3!■-'W.AFN'6' ENGL161 JVT • is, OL o S STALLS I•POR AL LAUREL •5'O . C P L 16 fJ(I3T ■ STALLS r CX16TING MAFLE ■ STALLS - #- -W ;OZ4 T-AMERICAN SWEET GUM 4-'ANNA KXLNW}IIKV - RHODODENDRON 4-WESTERN RED FED 4-'A NA KRIJ6CIKE' RHODODENDRON 7-PACIFIC DOG{IA'70D _W� ■ ■ FINK' PIERIS • 5' OL. U TUT. N3A515 of BEARINGS LAMBERT NORTH ZONE - a �a. SUN OBSERVATION ® / - IN?4+172VVERT a ELNW�}N SEWER DISTRICT �. ®� , SCALE 30 fUin 1 0 15 30 75 i err N71 f r I ki I LEGEND //� < _ r r s�� FIR F- Y so�CAP 1sa� 0 SET LINE STME � rj° f w FIR , �t/I0 EX rf x SET IM3AWAL Bt.'CASE cp" / ASPHALT .. RIG: MEN PARKING DMTRC iF.HMt'sa GP jx Fm Hro / f tF raw �+ : FIR D4 WTER VN-W ® VATFR IETM ®� BhJ FR 6 sw ww f / //,� /_f `z� URA J� .Y J Jll tltl�+i+ I�s F� Lo IN uTnt NMI / /f i S / / f / .:...�... lr / 12WF - .r r J�I �., ON FIR _ ASPHALT DRIB INN FIR, � y ___ - r_B m nm _ � FF wLrmvI t �\12R4R F+ 11 I 1 I a ctT4 f r~�--- j �g, 6�r; 1 A lN3- MIN I � f fil j BULDM f 1 j 1 1zIN rfii r 1 l�Hrl 1� I f, NZ, GRAVEL Ma �� _ opt&49.4 ATER _ i.INE � I / 1� I4.1 CDC .r r ^ ---LA L i MAP W43 Nrs9'03Zw MARINE VIEW TERRACE VOL 81. PG 30 TOPOGRAPHIC SURVEY FOR CHRIST CHURCH AT FEDERAL WAY .� B N 0 O u U7 3 J W LEGAL DESCRIPTION: THAT PORTION OF THE NORTHWEST 1/4 OF THE SOUTHWEST 1/4 OF SECTION Ei TOWNSHIP 21 NORTI-U RANGE 4 EAST. W?L. DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE SOUTH LIVE OF SAID NORTHWEST 1/4 DISTANT S895359W 21OW FROM THE SOUTHEAST CORNER FO SAID NORTHWEST V4; THENCE N0 E23'E MOO FEET TO THE TRUE POINT OF BEGQJJII+Cx THENCE CONTINUING; W'0523-E 442.91 FEET. MORE OR LESS. TO THE SOUTHEASTERLY mGHT-0E-WAY LAE OF SECONDARY STATE HIGHWAY I-V MLT8Y ROADk THENCE S59'45441N ALONG SAID SOUTHEASTERLY PJGHT-07-WAY LINE IFF FEET: THENCE S4'2Z37 E 2Oa75 FEET: THEME SO'0523-W 190-00 FEET, MORE OR LESS. TO THE NORTH LINE OF THE SOUTH 60-00 FEET OF SAID NORTHIWEST 1/4. THENCE NB9 S359E 7520 FEET TO THE TRUE POINT OF BEGINIDv<x AND EIEGPINING AT A PONT ON THE SOUTH LIVE OF SAID NORTHWEST 1/4 &(NCH IS SMS359-W 285130 FEET FROM THE SOUTHEAST CORNER OF SAID NORTHWEST 1/4: THENCE N2111523E 6aW FEET TO THE TRUE POINT OF BEGINNING OF THE TRACT HEREIN DESCRIBER THENCE NOP05'23-E 190M FEET; THENCE N4'22'37'W 200.75 FEET. MORE OR LESS. TO THE SOUTHEASTERLY RIGHIT-CF-WAY LINE OF SECONDARY STATE HIGHWAY I-V IMALT13Y ROADk THENCE SOUTHWESTERLY ALONG SAID SOUTHEASTERLY RIGHT-OF-WAY LINE TO THE NORTH LINE CF THE SOUTH 6M FEET OF SAID NORTHWEST V4: THENCE NB9'S359-E PARALLEL WITH SAID SOUTH LINE 40200 FEET. MORE OR LESS. TO THE TRUE POINT OF 6EGINNI AND BEGP44M AT A POINT ON THE SOUTH LINE OF THE NORTHWEST V4 OF THE SOUTHEAST 1/4 OF SECTION 5. TOWNSHIP 21 NORTH RANGE 4 EAST. WM. FROM WHICH PONT THE SOUTHEAST CORNER OF TIE NORTHWEST V4 OF THE SOUTHEAST V4 OF SECTION SEARS N89'5359'E 210ffl FEET. THEM S89'53ETW 501.81 FEET TO THE SOUTHEASTERLY RIGHT-OF-WAY LINE OF SECONDARY STATE HIGHWAY 1-V: THENCE ALONG A 789-02 RADIUS CURVE TO THE RIGHT AN ARC DISTANCE OF 64.96 FEET; THENCE NETS 3WE 47714 FEET; THENCE SOV523 W 60.00 FEET TO THE POINT OF BEGUIR, c ALL SITUATE IN TIE CONTY OF KING, STATE OF WASHINGTON. OWN. BY REV. LUND ig AS50CIATES SLPVEYQRS 2220 S. 287TH ST. FEDERAL WAY. WA. 9B003 [206) 839-7755 DLL i' NOV. la 1994 HOB ND' SCALE ISHEET 1" = 39 4394 1 OF 1 1a �J .551 t. - ONT SEC 5 FNO MAR 1993 1313� .r _ El/4 SEC 5 T- 13137= { VISITED THIS SLRVEY i I all♦' PiN fT' r s'F- OCErr MARINE VIEW TERRACE VOL 61. PG 30 RECORDER'S CERTIFICATE al Fil.d for ..cord Lhl.. day or ...... 1993 eL .. ..M In book ....of .urv. y. paDa mL Lh. requ..L of DEN415 L LINO Mpr SupL of R.cord. SURVEYOR'S CERTIFICATE Thla .ep corr.cLl, rapr.aanL■ a .awayy .ada 6y und.r .y diracLlan In co.rorw.nc. .1Lh th. r.qw r.—L. of 0- Survey R.cordlnp AcL eL Lh. r.qu..L of Q"PJ.ST CHL.AT.FtDERAL WAY 1n of 1994A C—Llflc.L. No/ 16213 / �I �-4 Llid ttc b LEGAL DESCRIPTIO! THAT PORTION OF TrE NORTHWEST V4 OF THE SOLRF&EST V4 OF SECTION 5 TOWNSHP 21 NORTR RANGE 1 4 EAST. WPL DESCRIBED AS FOLLOWS ' SEG"645 AT A PONT Or= TrE SOUTH LkE OF SAD NORTHWEST V4 DISTANT 509S35TW 230M FRO. THE sa-rrHEAS7 C{]NER FG Sr.ID Y,CRT1-MEST I/4, THENCE NMM-23E 60a8 FEET 7C TrE TRLE POINT OF BEG",&Z- THf_ E Caff RIIAO W05'2TE 4425. FEET. MOW OR LESS ! TO THE SD.T1-Er-STER- f RIW-OF-w) LDE OF I SEMDAPSTET~ r0aj-4+1 1 KA-TvR3La TH DL7 55-7is 44-W AL0145 SA S3LrrrEASTEF_ Y LJr,E WE FEE'. THE34-'E S 7W3? L 2aJ T= FEE-. lHEJr-E OF TFE� �ITtt 60 FECi OF SAID NORTHWEST 1/4.9aW FEET, MOIFk OR LESS TO THE LEE THEN Nr^a35.9E 75W FEET TO THE TRX POV 7 OF EEL➢" NG AT A PONT O PA THE SDJTH LM OF SAO NORTHWEST 1/4 WHICH IS SD 5159-W 2@SW FEET FW)--- THE SDJfT EAST CORNER OF SAID NORTHWEST V4. Ti F1 -E W&--23E EOW FEET TO THE TRLE POV, i OF 9EG1I4&Z OF THE TRAC-F HEREIIJ OF-ScRgED THD4a NOT&= 1570YLa FEET. 71-FOE N4VZ3?-W 2M75 FEET ` MORE D3 LESS TO Trf SOUTi-E kSTERLY 37 GHT-CF-WAY LEE IF SECONDARY 57ATE H)"AY i-V SIiAI_T73Y ROAOI I, TAa4CE sair1 rESTFP-y ALUG SAID SoXi-EASTERLY RIGHTS -WAY L24E TO THE NORTH LNE OF THE SOUTH MM FEET OF SAID NORTHWEST V4. THENCE NEE PARALLEL WITH SAID SOUTH LM 402IO FEET. MORE OR LESS- TO THE TRLE PONT OF EEGNiM AM 8EGVN" AT A PINT ON T)-E SMVH LM OF THE NORTHWEST V4 lF TFE 5>xlft£A51 V4 CF SECTION S TD449-CP 21 10RTFL RN,M 4 EAST. WhL FROM WHICH POP4T THE SWFI- 5T CORI ER OF THE NORTHW,E5T 1/4 OF THE SOLM-EAST V4 OF SECTION SEARS NiS WSTE MPI FEET TFe cE sos-j3bTTJ 5C11 HI FEET TO THE SOLJTHEASTEFLY RII3lT-CF-WAY L.AE OF SECONDARY STATE HIGHWAY 1-V. &D. G A ?BS22 RADIL6 CLRVE TO THE RIGHT AN IT}EWE ARC DISTANCE OF 64% FM. THENCE N3S•53B E 4?{]4 FEET, THENCE 502623Tq SOM FEET TO T}£ POW OF [n I ALL SITLLATE N THE CDLNTY IF KM STATE OF I X . <NASF"TO l =I �i : I f I 1 SCALE: 50 Ft/in I 50 125 BASIS OF BEARINGS FIELD TRAVERSE TOPCQN GTS-49 I LAMBERT NORTH ZOI IE SUN OBSERVATION LEGEND z IO SE r rESNi/10 CAP a M121/CASE 131567 ►� CCfC hbJ 6 IW41'W • Er MYVM CAP LS MW 131136 SE Co, 5EC 5 LUND 8 ASSOCIATES SURVEYORS BOUNDARY SURVEY 222E S. 287THWAY. ST WA FEDERAL WAY. WA. 9E1E03 O2 6) 639-7755 FOR CHRIST CHURCH AT FEDERAL BY DATE JOB NO WAY � ALL SCALEV. 1994 NW 1 /4 OF TFE SE I /4 OF SEC_ 5 _ . T_ l_N . R__4 _E . W . M I r = 5P.1 '• a a j CITY OF Federal Way DEPARTMENT OF COMMUNITY DEVELOPMENT 33325 81h Avenue South Federal Way, WA 98003 253-835-2607;Fax 253-835-2609 www.citvoffederalway.com RECEIVED Crime Prevention Through EnvironmentQb 28 2019 Design (CPTED) Checklist UTYOFFEDERAL WAY COMMUNITY DEVELOPMENT Directions Please fill out the checklist to indicate which strategies have been used to implement CPTED principles in your proposed project. Please check all strategies that are applicable to your project for each of the numbered guidelines. You may check more than one strategy for each guideline. Your responses will be evaluated by city staff, and will be integrated into the site plan and/or building permit review process. Section and ✓ Functional Area Evaluation for Performance Performance Standard Agency Use Only 1 Standard Strategy ■ Applicable during Site Plan Review 6 Applicable during Building Permit Review Section 1.0 Natural Surveillance 1.1 Blind Corners ❑Conf Avoid blind corners in pathways and parking lots. _ ❑Revise _ ❑NA Comments: XPathways should be direct. All barriers along pathways should be permeable (see through) including landscaping, fencing etc. M Consider the installation of mirrors to allow users to see ahead of them and around corners. e Other strategy used: Wide and open sidewalks have been created or maintained for visibility. 1.2 Site and Building Layout Allow natural observation from the street to the use, from the use to the street, and between uses Bulletin #022 —January 1, 2011 Page 1 of 9 _ ❑Con _ ❑Revise _ ❑NA Comments: k:\Handouts\CPTED Checklist Section and ✓ Functional Area Performance Performance Standard Standard Strategy ■ Applicable during Site Plan Review 6 Applicable during Building Permit Review 11 Orient the main entrance towards the street or both streets on For Non -Single corners. ■ Family Development Position habitable rooms with windows at the front of the dwelling. ■ Access to dwellings or other uses above commercial/ retail development should not be from the rear of the building. r Offset windows, doorways and balconies to allow for natural observation while protecting privacy. ■ xLocate main entrances/exits at the front of the site and in view of the street. ■ For Commercial/ Retail/ Industrial If employee entrances must be separated from the main and Community 19 entrance, they should maximize opportunities for natural Facilities surveillance from the street. r xIn industrial developments, administration/offices should be located at the front of the building. ■ Avoid large expanses of parking. Where large expanses of For Surface parking are proposed, provide surveillance such as security Parking and cameras. r Parking Structures x Access to elevators, stairwells and pedestrian pathways should be clearly visible from an adjacent parking area. 1 0 Avoid hidden recesses. ■ XLocate parking areas in locations that can be observed by adjoining uses. t Open spaces shall be clearly designated and situated at For Common/ locations that are easily observed by people. Parks, plazas, Open Space common areas, and playgrounds should be placed in the front Areas of buildings. Shopping centers and other similar uses should face streets. ■ Other strategy used: ❑0 Evaluation for Agency Use Only Bulletin #022 —January 1, 2011 Page 2 of 9 UHandoutsTPTED Checklist Section and ✓ Functional Area Evaluation for Performance Performance Standard Agency Use Only Standard 1.3 1.4 Strategy ■ Applicable during Site Plan Review 6 Applicable during Building Permit Review Common/Open Space Areas and Public On -Site Open _ ❑Cor Space _ ❑Revise Provide natural surveillance for common/open space areas. _ ❑NA Comments: Position active uses or habitable rooms with windows adjacent 2 to main common/open space areas, e.g. playgrounds, swimming pools, etc., and public on -site open space. ■ Design and locate dumpster enclosures in a manner which screens refuse containers but avoids providing opportunities to hide. ■ Locate waiting areas and external entries to elevators/stairwells 19 close to areas of active uses to make them visible from the building entry. e 19 Locate seating in areas of active uses. e Other strategy used: Entrances _ Provide entries that are clearly visible. Revise _ ❑NA Comments: xDesign entrances to allow users to see into them before entering. ■ Entrances should be clearly identified (Signs must conform to 2 FWRC 19.140.060. Exempt Signs. (Applicable during Cerllfrcale of Occupancv fnspectionJ. Other strategy used: A Covered, enclosed connection between the existing main sanctuary and new multi -purpose center is bridged by a tall structure that complements the existing main entry, but is enclosed with tall aluminum storefronts on both sides for see -though visibility. 1.5 Fencing _ Fence design should maximize natural surveillance from the ❑_Revise street to the building and from the building to the street, and _ ❑NA minimize opportunities for intruders to hide. Comments: ❑C Bulletin #022 —January 1, 2011 Page 3 of 9 k:\Handouts\CPTED Checklist Section and ✓ Functional Area Performance Performance Standard Standard Strategy ■ Applicable during Site Plan Review 6 Applicable during Building Permit Review Front fences should be predominantly open in design, e.g. pickets or wrought iron, or low in height. e Design high solid front fences in a manner that incorporates ❑ open elements to allow visibility above the height of five feet. e If noise insulation is required, install double -glazing at the ❑ front of the building rather than solid fences higher than five feet. e Other strategy used: An existing fence along the south and east Xproperty lines with be maintained and enhanced with vegitative landscaping. Evaluation for Agency Use Only 1.6 Landscaping _ ❑Cor Avoid landscaping which obstructs natural surveillance and _ ❑Revise allows intruders to hide. _ ❑NA Comments: xTrees with dense low growth foliage should be spaced or their crown should be raised to avoid a continuous barrier. M Use low groundcover, shrubs a minimum of 24 inches in height, or high -canopied trees (clean trimmed to a height of eight feet) around children's play areas, parking areas, and along pedestrian pathways. ■ XAvoid vegetation that conceals the building entrance from the street. ■ Other strategy used: El 1.7 Exterior Lighting _ ❑Corsi Provide exterior lighting that enhances natural surveillance. _ ❑Revise (Refer to FWRC 19.115.050(7)(a) for specific lighting _ ❑NA requirements.) Comments: Prepare a lighting plan in accordance with Illuminating Engineering Society of America (IESA) Standards, which 13 addresses project lighting in a comprehensive manner. Select a lighting approach that is consistent with local conditions and crime problems. E Bulletin #022 —January 1, 2011 Page 4 of 9 k:\Handouts\CPTED Checklist Section and ✓ Functional Area Performance Performance Standard Standard Strategy ■ Applicable during Site Plan Review e Applicable during Building Permit Review Locate elevated light fixtures (poles, light standards, etc.) in a Xcoordinated manner that provides the desired coverage. The useful ground coverage of an elevated light fixture is roughly twice its height. ■ For areas intended to be used at night, ensure that lighting supports visibility. Where lighting is placed at a lower height to support visibility for pedestrians, ensure that it is vandal - resistant. e Ensure inset or modulated spaces on a building facade, access/egress routes, and signage is well lit. e ❑ In areas used by pedestrians, ensure that lighting shines on pedestrian pathways and possible entrapment spaces. e Place lighting to take into account vegetation, in its current and ❑ mature form, as well as any other element that may have the potential for blocking light. e Avoid lighting of areas not intended for nighttime use to avoid giving a Use impression of use or safety. If danger spots are usually vacant at night, avoid lighting them and close them off to pedestrians. e XSelect and light "safe routes" so that these become the focus of legitimate pedestrian activity after dark: ■ ❑ Avoid climbing opportunities by locating light standards and electrical equipment away from walls or low buildings. e ❑ Use photoelectric rather than time switches for exterior lighting. e In projects that will be used primarily by older people (retirement homes, congregate care facilities, senior and/ or community centers, etc.) provide higher levels of brightness in public/common areas. e Other strategy used: Evaluation for Agency Use Only 1.8 Mix of Uses _ LJC or In mixed use buildings increase opportunities for natural _ ❑Revise surveillance, while protecting privacy. _ DNA Comments: Bulletin #022 —January 1, 2011 Page 5 of 9 k:\Handouts\CPTED Checklist Section and ✓ Functional Area Evaluation for Performance Performance Standard Agency Use Only Standard Strategy 0 Applicable during Site Plan Review 6 Applicable during Building Permit Review Where allowed by city code, locate shops and businesses on lower floors and residences on upper floors. In this way, ❑ residents can observe the businesses after hours while the residences can be observed by the businesses during business hours. ■ ❑ Include food kiosks, restaurants, etc. within parks and parking structures. ■ Other strategy: used 13 1.9 Security Bars, Shutters, and Doors _ ❑Cor When used and permitted by building and fire codes, security _ ❑Revise bars, shutters, and doors should allow observation of the street _ ❑NA and be consistent with the architectural style of the building. Comments: XSecurity bars and security doors should be visually permeable (see -through). e Other strategy used: El Section and ✓ Functional Area Evaluation for Performance Performance Standard Agency Use Only Standard Strategy ■ Applicable during Site Plan Review e Applicable during Building Permit Review Section 2.0 Access Control 2.1 Building Identification _ ❑Canf Ensure buildings are clearly identified by street number to ❑Revise prevent unintended access and to assist persons trying to find _ ❑NA the building. Identification signs must conform to FYVRC Comments: 19.140.060. Exempt Signs. ❑ Street numbers should be plainly visible and legible from the street or road fronting the property. e Bulletin #022 — January 1, 2011 Page 6 of 9 k:\Handouts\CPTED Checklist Section and ✓ Functional Area Evaluation for Performance Performance Standard Agency Use Only Standard Strategy ■ Applicable during Site Plan Review e Applicable during Building Permit Review In residential uses, each individual unit should be clearly numbered. In multiple building complexes, each building entry ❑ should clearly state the unit numbers accessed from than entry. In addition, unit numbers should be provided on each level or floor. e ❑ Street numbers should be made of durable materials, preferably reflective or luminous, and unobstructed (e.g. by foliage). e For larger projects, provide location maps (fixed plaque ❑ format) and directional signage at public entry points and along internal public routes of travel. e Other strategy used: El 2.2 Entrances ❑Cor Avoid confusion in locating building entrances. _ ❑Revise _ ❑NA Comments: Entrances should be easily recognizable through design IR features and directional signage. (Signs must conform to FWRC 19.140.060. Exempt Signs. ■ Minimize the number of entry points. ■ Other strategy used: 2.3 Landscaping _Conforms Use vegetation as barriers to deter unauthorized access. El —Revise _ ❑NA Comments: ❑ Consider using thorny plants as an effective barrier. e Other strategy used: El 2.4 Landscaping Location oconfi Avoid placement of vegetation that would enable access to a _ ❑Revise building or to neighboring buildings. _ ❑NA Comments: Bulletin #022 —January 1, 2011 Page 7 of 9 k:\Handouts\CPTED Checklist Section and ✓ Functional Area Evaluation for Performance Performance Standard Agency Use Only Standard Strategy ■ Applicable during Site Plan Review e Applicable during Building Permit Review Avoid placement of large trees, garages, utility structures, 0 fences, and gutters next to second story windows or balconies that could provide a means of access. ■ Other strategy used: 2.5 Security _ ❑Conf Reduce opportunities for unauthorized access _Revise _ ❑NA Comments: Consider the use of security hardware and/or human measures 0 to reduce opportunities for unauthorized access. (Applicable during Certificate of Occupancy Inspection). Other strategy used: Additional security cameras will he added to Xsecured existing system. Active shooter program(s) will be implimented along with hardware at other remote door locations. 2.6 Signage _ ❑Conf Insure that signage is clearly visible, easy to read and simple _ ❑Revise to understand [Signs must conform to FWRC 19.140.060. _ ❑NA Exempt Signs]. Comments: Use strong colors, standard symbols, and simple graphics for informational signs. e Upon entering the parking area, provide both pedestrians and For Surface ❑ drivers with a clear understanding of the direction to stairs, Parking and elevators, and exits. e Parking Structures In multi -level parking areas, use creative signage to distinguish between floors to enable users to easily locate their cars. e Advise users of security measures that are in place and where to find them, i.e. security phone or intercom system. e ❑ Provide signage in the parking area advising users to lock their cars. e Bulletin #022 —January 1, 2011 Page 8 of 9 k:\Handouts\CPTED Checklist Section and ✓ Functional Area Performance Performance Standard Standard Strategy M Applicable during Site Plan Review 6 Applicable during Building Permit Review ❑ Where exits are closed after hours, ensure this information is indicated at the parking area entrance. e Other strategy used: 13 Evaluation for Agency Use Only Section 3.0 Ownership 3.1 Maintenance _ ❑Conf Create a "cared for" image ❑Revise ❑NA Comments: 3.2 Ensure that landscaping is well maintained, as per FWRC 19 19.125.090, in order to give an impression of ownership, care, and security. (Ongoing). Where possible, design multi -unit residential uses such that no ❑ more than six to eight units share a common building entrance. 0 Other strategy used: Materials Use materials, which reduce the opportunity for vandalism. Consider using strong, wear resistant laminate, impervious glazed ceramics, treated masonry products, stainless steel ❑ materials, anti -graffiti paints, and clear over sprays to reduce opportunities for vandalism. Avoid flat or porous finishes in areas where graffiti is likely to be a problem. e ❑ Where large walls are unavoidable, refer to FWRC 19.125.040(21) regarding the use of vegetative screens. e Common area and/or street furniture shall be made of long ❑ wearing vandal resistant materials and secured by sturdy anchor points, or removed after hours. e ❑E Other strategy used: Bulletin #022 —January 1, 2011 Page 9 of 9 ❑Revise _ ❑NA Comments: k:\Handouts\CPTED Checklist I RECEIVED a s s❑ c i a t e ci earth sciences MAR281019 incorporated r.,,CER OF FEDEPat µ w Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report CHRIST'S CHURCH MULTI -PURPOSE BUILDING Federal Way, Washington Prepared For: CHRIST'S CHURCH Project No. 180458E001 November 28, 2018 a s s o c i a t e d earth sciences rcorporated November 28, 2018 Project No. 180458EO01 Christ's Church 941 South Dash Point Road Federal Way, Washington 98003 Attention: Mac Hoover Subject: Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Christ's Church Multi -Purpose Building 941 South Dash Point Road Federal Way, Washington a Dear Mr. Hoover: 0 We are pleased to present the enclosed copies of the above -referenced report. This report summarizes the results of our subsurface exploration, geologic hazard, and geotechnical engineering studies, and offers preliminary recommendations for the design and development of the proposed project. We are familiar with the project through discussions with AHBL (civil engineer), our previous study of the site completed in 2002, and on our general knowledge of subsurface conditions in the site vicinity. Our recommendations are preliminary since project plans and construction methods were not available at the time this report was written. We should be allowed to review the recommendations presented in this report and modify them, if needed, once final project plans have been formulated. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should have any questions or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Stephen A. Siebert, P.E. Associate Geotechnical Engineer SAS/ms-180458E001-2 - Pro1ects\20180458\KE\WP Kirkland Office 1911 Fifth Avenue I Kirkland, WA 98033 P 1425.827.7701 FI 425.827.5424 Everett Office 12911 % Hewitt Avenue, Suite 2 1 Everett, WA 98201 P 1425.259.0522 F 1425.827.5424 Tacoma Office 1 1552 Commerce Street, Suite 102 1 Tacoma, WA 98402 P 1 253.722.2992 F 1 253.722.2993 www.aesgeo.com SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND PRELIMINARY GEOTECHNICAL ENGINEERING REPORT CHRIST'S CHURCH MULTI -PURPOSE BUILDING Federal Way, Washington Prepared for: Christ's Church 941 South Dash Point Road Federal Way, Washington 98003 Prepared by: Associated Earth Sciences, Inc. 911 5th Avenue Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 November 28, 2018 Project No. 180458EO01 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazard, and preliminary geotechnical engineering study for the proposed Christ's Church Multi -Purpose Building in Federal Way, Washington. Our recommendations are preliminary since the project is still early in the design phase. The site location is shown on the "Vicinity Map," Figure 1. The approximate locations of explorations completed for this study are shown on the "Site and Exploration Plan," Figure 2. Interpretive exploration logs of the subsurface explorations completed for this study are included in the Appendix. 11 Purpose and Scope The purpose of this study was to provide subsurface data to be used in the design and development of the above -referenced project. Our study included reviewing selected available geologic literature, reviewing previous work onsite, advancing three exploration borings —completing one as a groundwater monitoring well —and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and shallow groundwater. Geotechnical engineering studies were completed to formulate preliminary recommendations related to site preparation and grading, the type of suitable foundations and floors, allowable foundation soil bearing pressures, anticipated foundation and floor settlement, pavement recommendations, drainage considerations, and infiltration feasibility. This report summarizes our current fieldwork and offers preliminary recommendations based on our present understanding of the project. We recommend that we be allowed to review the recommendations presented in this report and revise them, if needed, when a project design has been finalized. 1.2 Authorization This report has been prepared for the exclusive use of Christ's Church and its agents for specific application to this project. Our work was performed in accordance with our scope of work and cost proposal, dated September 10, 2018. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458EO01-2 - Projects �20180458�KE� WP Page 1 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions 2.0 PROJECT AND SITE DESCRIPTION The project site is the existing church complex located at 941 South Dash Point Road in Federal Way, Washington, as shown on the attached "Vicinity Map" (Figure 1) (King County Parcel No. 0521049092). The complex occupies approximately 3.7 acres and slopes gently to the west. The area of proposed redevelopment is located at the southern end of the complex that is currently occupied by several modular buildings. This area slopes gently to the north and is bounded to the north by the existing sanctuary building, to the west by an asphalt -paved driveway and to the east and south by existing gravel -surfaced parking areas. Our attached "Site and Exploration Plan" (Figure 2) illustrates the property boundaries and various existing features. Based on conversations with the civil engineer (AHBL) we understand that the proposed project will involve relocation of the existing modular buildings and construction of a new two-story multi -purpose building having a footprint of about 16,000 square feet. We understand that the new building could have a below -grade level that daylights toward the existing sanctuary building on the north. As part of the project, we understand that the existing adjacent gravel surfaced parking areas could be covered with asphalt pavement. We also understand that the potential for stormwater infiltration to manage runoff is being considered. 3.0 SUBSURFACE EXPLORATION Our field study included advancing three exploration borings completed on October 18 and 19, 2018 with one completed as a groundwater monitoring well. In addition we also reviewed the logs from previous exploration pits completed by Associated Earth Sciences, Inc. (AESI) at the site in March 2002. The conclusions and recommendations presented in this report are based on the explorations completed for this study. The number, locations, and depths of the exploration borings were completed within current site and budgetary constraints. 3.1 Exploration Borin The exploration borings were completed by advancing hollow -stem auger tools with a truck -mounted drill rig. During the drilling process, samples were obtained at generally 5-foot-depth intervals. The exploration borings were continuously observed and logged by a representative from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and observation of the samples collected. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458E001-2- Projects k20180458kUkWP Page 2 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions Disturbed, but representative samples were obtained by using the Standard Penetration Test (SPT) procedure in accordance with American Society for Testing and Materials (ASTM) D-1586. This test and sampling method consists of driving a standard 2-inch, outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free -falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded, and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached exploration boring logs. The samples obtained from the split -barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were therl transported to our laboratory for further visual classification and laboratory testing, as summarized in this report. 2 Monitorine Well One groundwater monitoring well was installed at the project site in boring EB-3W to allow for documentation and monitoring of groundwater levels below the site. The well consists of 2-inch diameter polyvinyl chloride (PVC) Schedule-40 well casing with threaded connections. The lower 10 feet of the well is a finely slotted (0.010-inch machine slot) well screen to permit water inflow. The annular space around the well screen was backfilled with silica sand, and the upper portion of annulus was sealed with bentonite chips and grout. A steel flush mount monument was placed over the top of the wellhead for protection. The as -built configuration of this well is illustrated on the boring log in the Appendix. Subsequent to the well installation, the well was developed and a pressure transducer with automatic data logger was installed in the well to meaure the water level. The monitoring well was completed to a depth of 100 feet below the surface with the bottom 10 feet screened in Vashon advance outwash sediments. No groundwater was observed at the time of drilling. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, review of our previous explorations, visual reconnaissance of the site, and review of selected applicable geologic literature. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2 - Projects�20180458�KE�WP Page 3 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnica/ Engineering Report Federal Way, Washington Project and Site Conditions necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. The general distribution of geologic units is shown on the exploration logs. The explorations typically encountered Vashon-age native sediments consisting of medium dense grading to very dense lodgement till, Vashon advance outwash, or Vashon lodgement till/Vashon advance outwash transitional (transitional) sediments. Review of a regional geologic map (Geologic Map of Poverty Bay Quadrangle 7.5', King and Pierce Counties, Washington, U.S. Geological Survey (USGS), prepared by Booth et al., 2004) indicates that the subject site is underlain by Vashon lodgement till with Vashon advance outwash mapped nearby. Our interpretation of the sediments encountered in our explorations is in general agreement with the regional geologic mapping. e 4.1 Stratigraphy Crushed Rock Existing crushed rock material was encountered at the surface of all our recent exploration borings. The crushed rock had a measured thickness of approximately 6 to 9 inches below existing ground surface. Observed crushed rock thicknesses are shown on the attached subsurface exploration logs. Fill While not observed in our recent explorations, existing fill soils were encountered to a maximum depth of 6 feet during our March 2002 explorations. Fill soils on the project site are likely present and likely originated during initial grading of the project area. Fill is also expected in unexplored areas of the site, such as in existing utility trench areas and at previously graded landscaped areas. Existing fill soils are likely variable in density and composition, not suitable for foundation support, and may require mitigation for pavement or slab -on -grade floor support. Excavated existing fill material may be suitable for reuse in structural fill applications if such reuse is specifically allowed by project plans and specifications, if excessively organic and any other deleterious materials are removed, and if moisture content is adjusted to allow compaction to the specified level and to a firm and unyielding condition. Existing fill is not considered suitable for infiltration of stormwater runoff due to its high variability. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458E001-2 - Projects�20180458�KE�WP Page 4 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions Vashon Lodgement Till Natural sediments encountered below the crushed rock fill materials in explorations E13-1, E13-2, and E13-3W generally consisted of medium dense grading to very dense, unsorted, non -stratified, very silty fine to medium sand with variable gravel ranging to hard sandy silt with variable gravel interpreted as Vashon lodgement till. The lodgement till was encountered below surficial crushed rock material and extended to the maximum depths explored in exploration borings EB-1 and EB-2 as well as to a depth of 30 feet in exploration boring E13-3W. The lodgement till observed in our explorations graded from medium dense and light brownish gray with minor to moderate oxidation in the weathered zone near the surface to dense and gray to light brownish gray with depth. Lodgement till was deposited at the base of an active ice sheet and was subsequently compacted by the weight of the overlying glacial ice. Lodgement till typically possesses high -strength and low -compressibility attributes that are favorable for support of foundations, floor slabs, and paving with proper preparation. Excavated lodgement till sediments are suitable for reuse in structural fill applications if specifically allowed by project specifications, and if moisture conditions are adjusted to allow compaction to a firm and unyielding condition at the time of construction. If the moisture content of these sediments is elevated at the time of construction, moisture conditioning of the till could be achieved by spreading out the soil proposed for use as structural fill and aerating it during favorable dry site and weather conditions. Vashon lodgement till is generally considered unsuitable for infiltration of stormwater runoff due to its high fine-grained content and low permeability. Vashon Lodgement Till/Vashon Advance Outwash Transitional Sediments underlying the Vashon lodgement till in exploration E13-3W generally consisted of fine to medium sand with a fines content that ranged from some silt to silty. These sediments have a higher silt content than the underlying Vashon advance outwash and range from till -like diamict to somewhat stratified. We interpreted these sediments as a transitional unit with a grain size somewhere between the typical lodgement till and advance outwash sediments. We do not expect these sediments to be used for structural support or reused as fill due to the depth at which they were encountered. Vashon Advance Outwash Underlying the Vashon lodgement till/Vashon outwash transitional sediments in exploration boring E13-3W, we encountered sediments interpreted as Vashon advance outwash. These sediments generally consisted of dense to very dense, stratified sand with trace to some silt and variable gravel and ranged to very sandy gravel with some silt. These sediments were encountered at a depth of approximately 47 feet below the surface and extended beyond the depths explored where encountered. Advance outwash was deposited by meltwater streams November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458EO01-2- Projects �20180458JKE�WP Page 5 D Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnica/ Engineering Report Federal Way, Washington Project and Site Conditions from an advancing ice sheet. We do not expect these sediments to be used for structural support or reused as fill due to the depth at which they were encountered. Where permeable and unsaturated, these sediments are a potentially suitable stormwater infiltration receptor. 4.2 Review of Past Explorations ❑nsite We also reviewed the logs from our previous exploration onsite. The previous on -site explorations consisted of ten exploration pits advanced to depths of 3 to 10 feet below the surface. The previous on -site explorations encountered fill up to 4% feet thick overlying Vashon till to the maximum depth explored of 10 feet. Our interpretation of the soils encountered in our previous explorations are in general agreement with the soils encountered in the current exploration borings. Copies of the exploration logs from our previous work onsite are included in the Appendix and locations are plotted on the "Site and Exploration Plan" (Figure 2). 4.3 Hydrology Groundwater was not encountered in the exploration borings. We anticipate that perched groundwater consisting of interflow may be encountered during the wetter months. Interflow commonly occurs when surface water infiltrates down through relatively permeable soils, such as the existing fill or weathered lodgement till sediments and becomes trapped or "perched" atop a comparatively impermeable barrier, such as the unweathered lodgement till sediments. Groundwater conditions, including depth and duration and quantity of seepage should be expected to vary seasonally, and in response to changes in precipitation, soil grain -size distribution, topography, on- and off -site land usage, and other factors. Groundwater level monitoring is ongoing. Exploration E13-3W was completed as a groundwater monitoring well. Table 1 below contains the well installation details and static water level measured November 2, 2018 Table 1 Well Installation Details Groundwater Level Screened Groundwater Level (ATD) (November 2, 2018) Interval Exploration Location (feet) (feet) (feet) EB-3W No Groundwater No Groundwater 90-100 ATD = At time of drilling, October 18, 2018 November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2- Projects 120180458�KEkWP Page 6 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnica/ Engineering Report Federal Way, Washington Project and Site Conditions 4.4 Laboratory Test Results Three laboratory grain -size (sieve) analyses were performed on representative selected samples collected from the exploration borings completed for this study. Grain -size tests were completed on samples of Vashon advance outwash for stormwater infiltration feasibility considerations. The grain -size analyses test results are presented in the Appendix. The grain - size analyses test results are summarized in Table 2 with soil descriptions based on ASTM D-2487 Unified Soil Classification System (USCS). The respective fine-grained content for each sample was measured on the No. 200 sieve and is presented in Table 2. Table 2 Summary of Grain -Size Analyses Exploration Depth a Fines Number (feet) Geologic Unit USCS Soil Description Content (%) E13-3W 57.5 Vashon Advance Gravelly, SAND, some Silt (SP-SM) 7.7 Outwash Medium Sand is major constituent. E13-3W 72.5 Vashon Advance Gravelly, SAND, some Silt (SP-SM) 9.3 Outwash Medium Sand is major constituent. E13-3W 82.5 Vashon Advance Very Sandy, GRAVEL, some SILT (GW) 6.1 Outwash Fine Gravel is major constituent. USCS - Unified Soil Classification System %- percent of total weight November28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458EO01-2- Projects k20180458kKEiWP Page 7 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnica/ Engineering Report Federal Way, Washington Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, and shallow groundwater conditions as observed and discussed herein. 5.0 LANDSLIDE HAZARDS AND MITIGATIONS Federal Way Revised Code (FWRC) Section 19.05.070 defines Landslide Hazard Areas as slopes with a minimum inclination of 40 percent and a minimum height of 10 feet. Based on our site reconnaissance and review of topographic imagery available online through King County iMap, it is our opinion that the risk of damage to the proposed structures by landsliding is low. This opinion is based on gentle slope inclinations and the presence of dense to very dense soils observed at relatively shallow depths beneath the surface of the site. Based on our review of the City of Federal Way Critical Areas Map (May 2016), it does not appear that the site contains areas that are considered to be governed by regulations associated with Landslide Hazard Areas. 6.0 SEISMIC HAZARDS AND MITIGATIO Earthquakes occur regularly in the Puget Lowland. Most of these events are small and are not felt by people. However, large earthquakes do occur, as evidenced by the 2001, 6.8-magnitude event; the 1965, 6.5-magnitude event; and the 1949, 7.2-magnitude event. The 1949 earthquake appears to have been the largest in this region during recorded history and was centered in the Olympia area. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20-year period. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 6.1 Surficial Ground Rupture The project area is located approximately 15 miles south of the Seattle Fault Zone and within the mapped limits of the Tacoma Fault Zone. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458EO01-2- Projects k20180458JKE�WP Page 8 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations Seattle Fault Our current understanding of the Seattle Fault suggests that several fault traces are spread across a relatively wide zone. Recent studies by the USGS (e.g., Johnson et al., 1994, Origin and Evolution of the Seattle Fault and Seattle Basin, Washington, Geology, v. 22, p. 71-74 and Johnson et al., 1999, Active Tectonics of the Seattle Fault and Central Puget Sound Washington - Implications for Earthquake Hazards, Geological Society of America Bulletin, July 1999, v. 111, n. 7, p. 1042-1053) have provided evidence of surficial ground rupture along a northern splay of the Seattle Fault. The recognition of this fault is relatively new, and data pertaining to it are limited, with the studies still ongoing. According to the USGS studies, the latest movement of this fault was about 1,100 years ago when about 20 feet of surficial displacement took place. This displacement can presently be seen in the form of raised, wave -cut beach terraces along Alki Point in West Seattle and Restoration Point at the south end of Bainbridge Island. The recurrence interval of movement along this fault system is still unknown„ although it is hypothesized to be in excess of several thousand years. Tacoma Fault Geophysical surveys of the Puget Lowland in 1998 suggested the presence of a fault zone along the north side of the Tacoma basin generally between Tacoma and the south end of Hood Canal (Upper Crustal Structure in the Puget Lowland, Washington: Results from 1998 Seismic Hazards Investigation in Puget Sound, Journal of Geophysical Research, v. 106, p. 13,541-13,564, by T.M. Brocher, T. Parsons, R.A. Blakely, N.I. Christiansen, M.A. Fisher, R.E. Wells, and SHIPS Working Group, 2001). More recent studies by the USGS have provided evidence of surficial ground rupture along the Tacoma Fault near Burly, Washington (The Catfish Lake Scarp, Allyn, Washington: Preliminary Field Data and Implications for Earthquake Hazards Posed by The Tacoma Fault, USGS Open -File Report 03-455, by B.L. Sherrod, A.R. Nelson, H.M. Kelsey, T.M. Brocher, R.J. Blakely, C.S. Weaver, N.K. Rountree, S.B. Rhea, and B.S. Jackson, 2003). The recognition of this fault is relatively new, and data pertaining to it is limited, with studies still ongoing. According to the USGS studies, the latest movement of this fault was about 1,100 years ago when several meters of surficial displacement took place. This displacement can presently be seen in the form of raised tidal flats in the Burly Lagoon, Lynch Bay, and North Cove, resulting in the present-day freshwater marshes and forested lowlands. Further evidence of the faulting activity in this system has been seen at Wollochet Bay, where forested areas were inundated by water. Additionally, linear fault scarp features in the ground surface were exposed in recent Light Detection and Ranging (LIDAR) maps. The scarp features are located near Allyn, Washington, and have been described as trending parallel to the Tacoma Fault system. Studies also point to the fault system continuing across the Puget Sound, and it is inferred as continuing through Commencement Bay and the Puyallup River Delta. The slip rate along the Tacoma Fault is November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458EO01-2- Projects 120180458�KEJWP Page 9 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations thought to be approximately 2 millimeters per year. However, very little is known about the recurrence interval of earthquakes along the Tacoma Fault. Fault systems in the Puget Sound region have been hypothesized to have reoccurrence intervals in excess of several thousand years. Due to the suspected long recurrence interval, the potential for surficial ground rupture is considered to be low during the expected life of the proposed development. No mitigation efforts beyond complying with the requirements of the local jurisdictions and the 2015 International Building Code (IBC) are recommended for this site. 6.2 Seismically Induced Landslides It is our opinion that the risk of damage to the proposed structures by seismically induced landsliding during a design -level seismic event is low. No quantitative slope stability analysis was completed, and none is warranted for the project as curpently proposed, in our opinion. 6.3 Liquefaction Liquefaction is a temporary loss in soil shear strength that can occur when loose granular soils below the groundwater table are exposed to cyclic accelerations, such as those that occur during earthquakes. The observed site soils were relatively dense and unsaturated and are not expected to be prone to liquefaction. A detailed liquefaction hazard analysis was not performed as part of this study, and none is warranted, in our opinion. 6.4 Seismic Site Class (2015 International Building Code) In our opinion, the subsurface conditions at the site are consistent with seismic Site Class "C" in accordance with the 2015 IBC, and the publication ASCE 7-10 referenced therein. 7.0 EROSION HAZARDS AND MITIGATION The definition for an Erosion Hazard Area as presented in Section 19.05.070(1) of the FWRC is as follows: "Erosion hazard areas" are those areas identified by the U.S. Department of Agriculture's (USDA) Natural Resource Conservation Service (NRCS) as having a moderate to severe or severe to very severe rill and inter -rill erosion hazard due to natural agents such as wind, rain, splash, frost action or stream flow, those areas containing the following group of soils when they occur on slopes of 15 percent or greater: Alderwood-Kitsap ("AkF"), Alderwood gravelly sandy loam ("AgD"), Kitsap silt loam ("KpD"), Everett ("EvD"), and Indianola ("InD"), and those areas impacted by shore land and/or stream bank erosion. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2- Projects �20180458JKElWP Page 10 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnica/ Engineering Report Federal Way, Washington Geologic Hazards and Mitigations Review of the NRCS soil survey indicates that the majority of the site consists of Arents, Alderwood material (AmC) of 6 to 15 percent slopes. The Alderwood soil series is consistent with the glacial till soils encountered in our explorations. Based on review of the NRCS, none of the areas on the site meet the criteria for an erosion hazard since none of the slopes are 15 percent or greater. In order to reduce the amount of sediment transported off the site during construction, the following recommendations should be followed. Silt fencing should be placed around the lower perimeter of all cleared area(s). The fencing should be periodically inspected and maintained as necessary to ensure proper function. * �To the extent possible, earthwork -related construction should proceed during the drier periods of the year and disturbed areas should be revegetated as soon as possible. Temporary erosion control measures should be maintained until permanent erosion control measures are established. Areas stripped of vegetation during construction should be mulched and hydroseeded, replanted as soon as possible, or otherwise protected. During winter construction, hydroseeded areas should be covered with clear plastic to facilitate grass growth. m If excavated soils are to be stockpiled on the site for reuse, measures should be taken to reduce the potential for erosion from the stockpile. These could include, but are not limited to, covering the pile with plastic sheeting, the use of low stockpiles in flat areas, and the use of straw bales/silt fences around pile perimeters. ® Interceptor swales with rock check dams should be constructed to divert stormwater from construction areas and to route collected stormwater to an appropriate discharge location. ® A crushed -rock -surfaced construction entrance should be provided to reduce the amount of sediment transported off -site on truck tires. All stormwater from impermeable surfaces, including driveways and roofs, should be tightlined into approved facilities and not be directed onto or above steeply sloping areas. In Sediment track -out onto City streets shall be avoided. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458E001-2 - Projects �20180458 �KE� WP Page 11 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations III. PRELIMINARY DESIGN RECOMMENDATIONS 8.0 INTRODUCTION Our explorations indicate that, from a geotechnical engineering standpoint, the proposed project is feasible provided the recommendations contained herein are properly followed. In the vicinity of the proposed new building, our explorations encountered medium dense to very dense glacial soils near the existing grade. Our March 2002 explorations in the vicinity of the proposed building encountered fill soils up to 4 feet deep. If encountered during construction existing fill soils will require removal and replacement with structural fill under new building areas and will require remedial preparation prior to constructing new roads and parking lots. The following report sections provide additional recommendations regarding site preparation, structural fill, grading,+ foundations, floor support, drainage, infiltration considerations, and pavement recommendations. 9.0 SITE PREPARATION Site preparation of building and paving areas should include removal of all grass, trees, brush, debris, and any other deleterious materials. All existing fill beneath planned foundation areas should be removed. Buried utilities should be removed from planned foundation areas, and should be abandoned in place or removed from below planned new paving. Any depressions below planned final grades caused by stripping activities should be backfilled with structural fill, as discussed under the "Structural Fill" section of this report. Any existing topsoil/grass sod should be stripped from structural areas. After stripping, remaining organics should be removed from structural areas. All soils disturbed by stripping and grubbing operations should be recompacted as described below for structural fill. Once stripping has been completed, any existing fill under areas of new foundations should be addressed. Existing fill should be removed from below areas of planned foundations to expose underlying undisturbed native sediments, followed by restoration of the planned foundation grade with structural fill or controlled density fill (CDF), depending on the required bearing pressures. In areas where overexcavation and replacement with structural fill is required, removal of existing fill should extend laterally beyond the structure's footprint by a distance equal to the depth of overexcavation. For example, if existing fill is removed to a depth of 2 feet below a planned footing area, the excavation should also extend laterally 2 feet beyond the structure's footprint in that area. The required depth of removal should be determined in the field based on actual conditions encountered during excavation. Below planned on -site paving, existing fill should be exposed, proof -rolled, and compacted to a firm and unyielding condition. If yielding conditions are encountered, existing fill would be partially removed and November28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2- Projects �20180458�KE�WP Page 12 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations replaced with imported structural fill. The depth of replacement of the existing fill below paving should be determined at the time of construction when site -specific field conditions are known. 9.1 Temporary Cut Slopes In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, temporary, unsupported cut slopes can be planned at 1.5H:1V (Horizontal:Vertical) in unsaturated existing fill and unsaturated, medium dense weathered lodgement till. Temporary slopes of 1H:1V can be planned in unsaturated, dense to very dense unweathered lodgement till. These slope angles are for areas where groundwater seepage is not present at the faces of the slopes. If ground or surface water is present when the temporary excavation slopes are exposed, flatter slope angles may be required. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. 9.2 Site Drainage and Surface Water Control The site should be graded to prevent water from ponding in construction areas and/or flowing into excavations. Exposed grades should be crowned, sloped, and smooth drum -rolled at the end of each day to facilitate drainage. Accumulated water must be removed from subgrades and work areas immediately prior to performing further work in the area. Equipment access may be limited, and the amount of soil rendered unfit for use as structural fill may be greatly increased if drainage efforts are not accomplished in a timely sequence. If an effective drainage system is not utilized, project delays and increased costs could be incurred due to the greater quantities of wet and unsuitable fill, or poor access and unstable conditions. During construction, surface water should be routed away from the site slopes and conveyed to an appropriate discharge location. At no time should uncontrolled surface water flow onto the site slopes. Final exterior grades should promote free and positive drainage away from the proposed new building at all times. Water must not be allowed to pond or to collect adjacent to foundations or within the immediate building area. We recommend that a gradient of at least 3 percent for a minimum distance of 10 feet from the building perimeter be provided, except in paved locations. In paved locations, a minimum gradient of 1 percent should be provided, unless provisions are included for collection and disposal of surface water adjacent to the building. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2- Projects �20180458JKEJWP Page 13 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations 9.3 Site Disturbance Most of the on -site soils contain fine-grained material, which makes them moisture -sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. 9.4 Winter Construction The existing fill material and lodgement till contain substantial silt and are considered highly moisture -sensitive. During winter weather construction, soils excavated onsite will likely require drying during favorable dry weather conditions to allow their reuse in structural fill applications. Care should be taken to seal all earthwork areas during mass grading at the end of each workday by grading all surfaces to drain and sealing them with a smooth -drum roller. Stockpiled soils that will be reused in structural fill applications should be covered whenever wet weather is anticipated. If winter construction is expected, crushed rock fill should be used to provide construction staging areas where exposed soil is present. The stripped subgrade should be observed by the geotechnical engineer, and should then be covered with a geotextile fabric, such as Mirafi 50OX or equivalent. Once the fabric is placed, we recommend using a crushed rock fill layer at least 10 inches thick in areas where construction equipment will be used. Soil cement treatment is another approach to providing a workable site during the winter. We are available to provide a more detailed cement -treatment plan on request and if allowed by the governing jurisdiction. 9.5 Frozen Subgrades If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw, and then be recompacted prior to placing subsequent lifts of structural fill or foundation components. Alternatively, the frozen material could be stripped from the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. 10.0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type, placement, and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458EO01-2 - Projectsk20180458kKE�WP Page 14 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations For backfill of buried utilities in the right-of-way, the backfill should be placed and compacted in accordance with the City of Federal Way codes and standards. After stripping, planned excavation, and any required overexcavation have been performed to the satisfaction of the geotechnical engineer/engineering geologist, the surface of the exposed ground should be recompacted to a firm and unyielding condition. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain, and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free -draining layer by silt migration from below. After recompaction of tl�e exposed ground is approved, or a free -draining ro4 course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non -organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts, with each lift being compacted to 95 percent of ASTIVI D-1557. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the locations of the perimeter footings before sloping down at a maximum angle of 2H:1V. The contractor should note that any proposed fill soils should be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material at least 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive. The existing fill and lodgement till soils encountered at the project site contain substantially more than 5 percent fine-grained material. Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather and dry subgrade conditions. Construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free -draining gravel and/or sand should be used. Free -draining fill consists of non -organic soil, with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction, and at least 25 percent retained on the No. 4 sieve. A representative from our firm should observe the stripped subgrade and be present during placement of structural fill to monitor the work and perform a representative number of in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses, and any problem areas may be corrected at that time. It is important to November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458EO01-2- Projects 120180458�KE�WP Page 15 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the client in developing a suitable monitoring and testing program. 11.0 FOUNDATIONS Spread footings may be used for building support when founded directly on medium dense to dense undisturbed native deposits or on structural fill placed above suitable native deposits, as previously discussed. If foundations will be underlain by a combination of very dense native sediments and new structural fill, we recommend that an allowable bearing pressure of 3,000 pounds per square foot (psf) be used for design purposes, including both dead and live loads. If foundations are underlain by very dense lodgement till sediments alone, or very dense lodgement till and CDF as described in the "Site Preparation" section of this report, an allowable foundation soil bearing pressure of 5,000 psf should be used for design. An increase of one-third may be used for short-term wind or seismic loading. It should be noted that the area bounded by lines extending downward at 1H:1V from any footing must not intersect another footing or filled area. In addition, a 1.5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection. However, all footings must penetrate to the prescribed bearing stratum, and no footing should be founded in or above organic or loose soils. Anticipated settlement of footings founded as recommended should be less than 1 inch with differential settlement one-half of the anticipated total settlement. Most of this movement should occur during initial dead load applications. However, disturbed soil not removed from footing excavations prior to concrete placement could result in increased settlements. All footing areas should be observed by AESI prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms to the recommendations contained in this report. Such observation may be required by the City of Federal Way. A perimeter foundation drain system should be provided as discussed under the "Drainage Considerations" section of this report. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and foundations extended down to competent natural soil. Once the base of the excavation is November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458EO01-2 - Projects �20180458�KEJWP Page 16 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations reached, consideration should be given to "armoring" the exposed subgrade with a 6-inch layer of crushed rock to provide a working surface during foundation construction. 11.1 Drainage Considerations Foundations should be provided with foundation drains. Drains should consist of rigid, perforated, PVC pipe surrounded by washed gravel. The drains should be constructed with sufficient gradient to allow gravity discharge away from the proposed buildings. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the proposed building to achieve surface drainage. 12.0 FLOOR SUPPORT Floor slabs can be supported on medium dense to very dense native soils, on new structural fill placed above native sediments, or on a minimum of 2 feet of new structural fill where existing fill soils are encountered. Floor slabs should be cast atop a minimum of 4 inches of clean, washed, crushed rock or pea gravel to act as a capillary break. Areas of subgrade that are disturbed (loosened) during construction should be compacted to a non -yielding condition prior to placement of capillary break material. Floor slabs should also be protected from dampness by an impervious moisture barrier at least 10 mils thick. The moisture barrier should be placed between the capillary break material and the concrete slab. 13.0 FOUNDATION WALLS The following preliminary recommendations may be applied to conventional walls up to 8 feet tall. We should be allowed to offer situation -specific input for taller walls. All backfill behind foundation walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed to resist lateral earth pressure represented by an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of 50 pcf. Walls with sloping backfill up to a maximum gradient of 2H:1V should be designed using an equivalent fluid of 55 pcf for yielding conditions or 75 pcf for fully restrained conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458EO01-2 - Projects�20180458�KEJWP Page 17 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations As required by the 2015 IBC, retaining wall design should include a seismic surcharge pressure in addition to the equivalent fluid pressures presented above. Considering the site soils and the recommended wall backfill materials, we recommend a seismic surcharge pressure of 11H and 14H psf, where H is the wall height in feet for the "active" and "at -rest" loading conditions, respectively. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the midpoint of the walls. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of excavated on -site soils, or imported structural fill compacted to 90 percent of ASTM D-1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the walls. A lower compaction may result in settlement of the slab -on -grade or other structures supported above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings or heavy construction equipment must be added to the above values. Perimeter footing drains should be provided for all retaining walls, as discussed under the "Drainage Considerations" section of this report. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. This would involve installation of a minimum 1-foot-wide blanket drain to within 1 foot of finish grade for the full wall height using imported, washed gravel against the walls. 13.1 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the foundation and the natural soils or supporting structural fill soils, and by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry density to achieve the passive resistance provided below. We recommend the following allowable design parameters, which include a factor of safety of 1.5: • Passive equivalent fluid = 350 pcf • Coefficient of friction = 0.35 14.0 INFILTRATION FEASIBILITY Generally, our explorations encountered existing fill, Vashon lodgement till, Vashon lodgement till/Vashon advance outwash transitional sediments, and Vashon advance outwash sediments. The site is underlain by existing fill in some locations that is not suitable for use as an infiltration receptor. Native sediments shallower than approximately 30 feet at this site consist November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2 - Projects �20180458�KEJ WP Page 18 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations of glacially consolidated lodgement till. Lodgement till is not suitable for use as a stormwater infiltration receptor, and therefore conventional shallow infiltration strategies are not feasible at this site. Infiltration is potentially feasible within the transitional or advance outwash sediments, where they are encountered as permeable, unsaturated, and both vertically and horizontally extensive. Based on the grain -size analysis and fines content of these sediments, the advance outwash sediments provide the best potential for infiltration when compared to the transitional sediments. Exploration boring EB-3W extended to a depth of approximately 100 feet and encountered unsaturated advance outwash sediments stratigraphically below the lodgement till and transitional sediments at a depth of approximately 47 feet below existing ground level. Underground Injection Control (UIC) wells would be required to provide infiltration of stormwater into the advance outwash sediments due to the presence of the thick cap of impermeable lodgement till. UIC wells are Oeep drilled wells designed to inject stormwater into a deep receptor horizon. UIC well systems have the benefit of reducing the amount of stormwater storage that is required, but also carry higher construction costs and long-term maintenance requirements. We are available on request to discuss the possibility of using UIC wells for this project. The design of a UIC well system at this site would include completion of laboratory and aquifer testing, and construction and testing of at least one UIC well during the design phase. If this approach is selected, we would work with the project civil engineer to develop a project approach, scope, and cost for our services. 15.0 PAVEMENT RECOMMENDATIONS The pavement sections included in this report section are for driveway and parking areas onsite, and are not applicable to right-of-way improvements. At this time, we are not aware of any planned right-of-way improvements; however, if any new paving of public streets is required, we should be allowed to offer situation -specific recommendations. Pavement areas should be prepared in accordance with the "Site Preparation" section of this report. If the stripped native soil or existing fill can be compacted to a firm and unyielding condition, no additional overexcavation is required. Soft or yielding areas should be overexcavated to provide a suitable subgrade and backfilled with structural fill compacted to 95 percent of ASTM D-1557. We anticipate the interior parking lot and aisles will be subject to light traffic loads from passenger vehicles driving and parking. In these light traffic load areas, we recommend a pavement section consisting of 3 inches of hot -mix asphalt (HMA) underlain by 4 inches of crushed surfacing base course. Additionally, we anticipate that select areas of pavement onsite may encounter heavier loading from buses, fire trucks, and garbage trucks, along with November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2- Projects �201804581KEJWP Page 19 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations passenger vehicles. In these heavy traffic areas, a minimum pavement section consisting of 4 inches of HMA underlain by 2 inches of crushed surfacing top course and 4 inches of crushed surfacing base course is recommended. The crushed rock will provide improved and consistent drainage, which will extend the service life of the parking lot. The crushed rock courses must be compacted to 95 percent of the maximum density, as determined by ASTM D-1557. All paving materials should meet gradation criteria contained in the current Washington State Department of Transportation (WSDOT) Standard Specifications. Depending on construction staging and desired performance, the crushed base course material may be substituted with asphalt treated base (ATB) beneath the final asphalt surfacing. The substitution of ATB should be as follows: 4 inches of crushed rock can be substituted with 3 inches of ATB, and 6 inches of crushed rock may be substituted with 4 inches of ATB. ATB should be placed over a native subgrade or structural fill subgrade compacted to a minimum of 95 percent relative density, and a 1%- to 2-inch thickness of crushed rock to act as a working surface. If ATB is used for construction access and staging areas, some rutting and disturbance of the ATB surface should be expected. The general contractor should remove affected areas and replace them with properly compacted ATB prior to final surfacing. 16.0 PROJECT DESIGN AND CONSTRUCTION MONITORING Our report is preliminary since only a preliminary project concept was available at the time this report was prepared. We recommend that we be allowed to review project plans when they are completed and to revise the recommendations presented in this report as needed. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation system depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of our currently approved scope of work. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458E001-2-Projects1201804581KEIWP Page 20 Christ's Church Multi -Purpose Building Federal Way, Washington Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations We have enjoyed working with you on this study and are confident these recommendations will aid in the successful completion of your project. If you should have any questions or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Tyler Gilsdorf, G.I.T., CESCL Senior Staff Geologist , 410P Kurt D. Merriman, P.E. Senior Principal Engineer Stephen A. Siebert, P.E. Associate Geotechnical Engineer Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Appendix: Exploration Logs (March 2002 Exploration Pits and October 2018 Exploration Borings) Lab Test Results November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458E001-2- Projects �201804581KEjWP Page 21 1E ES Red, d6,. �i PO V E R T Y B A Y I + Snohomish County �� a S S O C i a t e GI CI Kitsa N e a i i In' S. :, 39 € C: a County a H King County u � - i ®• Q 1000 2000 VICINITY MAP nl Pierce County FEET ;7 DATA SOURCES REFERENCES: CHRIST'S CHURCH MULTI -PURPOSE BUILDING a USGS:7.5'SERIESTOPOGRAPHIC MAPS, ESRIII-CUBED/NGS2013 NOTE: BLACK AND WHITE REPRODUCTION OF THIS COLOR FEDERAL WAY, WASHINGTON d KING CO: STREETS, CITY LIMITS 1118, PARCELS 8118 ORIGINALMAY REDUCE ITS PROJ NO DATE: FIGURE: EFFECTIVENESS AND LEAD TO LOCATIONS AND DISTANCES SHOWN ARE APPROXIMATE INCORRECT INTERPRETATION 180458E001 11/18 1 o \r ., ` pro ;1 op Mllsap Coumy ■II Fy J • 4 , n it i imn$ CGunly • 'o E5 �w A&M CoLmly ;J N LEGEND: - a s s o c i a t e d A e3 SITE jN p-arth sic; ?nc e x PARCEL al N O EXPLORATION BORING (2018) /V MONITORING WELL (2018) 50 '°° EXISTING SITE AND n ❑ EXPLORATION PIT (2002) FEET EXPLORATION PLAN NOTE: BLACK AND WHITE CHRIST'S CHURCH i DATA CO:URCES / TREEREF18,PARS: REPRODUCTION OF THIS COLOR FEDERAL WAY, WASHINGTON v KING C: STREETS, 1/18, PARCELS 9/18, AERIAL PICTOMETRY INT 2015 ORIGINAL MAY REDUCE ITS EFFECTIVENESS AND LEAD TO PROJ NO. DATE: FIGURE: LOCATIONS AND DISTANCES SHOWN ARE APPROXIMATE INCORRECT INTERPRETATION 180458E001 11 /18 2 APPENDIX Exploration Logs (3/2002 and 10/2018) and Lab Test Results 3 0 0 3 O a 0 0 Well -graded gravel and Terms Describing Relative Density and Consistency co °N o=o^ 0 GW gravel with sand, little to Density SPT(2)blows/foot 0 no fines Very Loose 0 to 4 Coarse ' > o 4) 0 to u_ MI Loose 4 to 10 Grained Soils Medium Dense 10 to 30 Test Symbols 00000 0 0 o 0 o GP Poorly -graded gravel in ° o o o o o and gravel with sand, Dense 30 to 50 o o 0 o 0 o 0 0 o little to no fines Very Dense >50 G= Grain Size N c Z o00o0 M =Moisture Content , 0 , 0 Silty gravel and silty Z° 0 a Consistency SPT(2)blows/foot A = Atterberg Limits o m GM gravel with sand Very Soft 0 to 2 C = Chemical Fine- w 0 0 e 0 soft 2 to 4 DID = Dry Density Grained Soils Medium Stiff 4 to 8 K= Permeability M o Stiff 8 to 15 N N Clayey gravel and Very Stiff 15 to 30 NI GC clayey gravel with sand Hard >30 o L " Component Definitions Well -graded sand and t Descriptive Term Size Range and Sieve Number o n S sand with gravel, little Boulders Larger than 12 to no fines Cobbles 3" to 12" 2 Gravel 3" to No. 4 (4.75 mm) 0 0 0 >� L :. Poorly -graded sand Coarse Gravel 3" to 3/4" C) %U) .:- SP and sand with gravel, Fine Gravel 3/4" to No. 4 (4.75 mm) a o v - little to no fines Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) z° Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) Silty sand and Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) i n r • •: SM silty sand with e Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) 3 N 0 -- m o n N � .: .. , : gravel Silt and Clay Smaller than No. 200 (0.075 mm) (3) Estimated Percentage Moisture Content N sc Clayey sand and NI clayey sand with gravel Component Percentage by Weight Dry - Absence of moisture, ) Trace <5 dusty, dry to the touch Slightly Moist - Perceptible Silt, sandy silt, gravelly silt, moisture o MIL siltwith sand or gravel Some 5 to <12 a Moist Damp but no visible �n t Modifier 12 to <30 water Clay of low to medium N (silty, sandy, gravelly) Very Moist Water visible but d n plasticity; silty, sandy, or not free draining z = CL gravelly clay, lean clay Very modifier 30 to <50 Wet - Visible free water, usual) Y N a — Organic clay or silt of low Symbols :ZiOL plasticity Blows/6" or 0 — Sampler portion of 6" Cement grout ° Type surface seal Elastic silt, clayey silt, silt 2.0" OD Sampler Tyke cwith o a, MH micaceous or Bentonite - Descrtption (4) seal Split -Spoon ro o diatomaceous fine sand or Sampler 3.0" OD Split -Spoon Sampler ;. Filter pack with o `o sal (SPT) 3.25" OD Split -Spoon Ring Sampler (4) ; 7 blankp casing :section Clay of high plasticity, a: 0 0 o c CH sandy or gravelly clay, fat Bulk sample 3.0" OD Thin -Wall Tube Sampler =Screened casing m E ° J clay with sand or ravel Y g ` or Hydrotip (including Shelby tube) :with filter pack — in .— Grab Sample End cap c _� Organic clay or silt of 0 Portion not recoveredLL J OH medium to high (t) Percentage by dry weight (4) Depth of ground water plasticity (2) (SPT) Standard Penetration Test (ASTM D-1586) 1 ATD = At time of drilling (3i Q Static water level (date) In General Accordance with > N Peat, muck and other a, c a, PT highly organic soils Standard Practice for Description (81 Combined USCS symbols used for _0 and Identification of Soils (ASTM D-2488) fines between 5% and 12% Classifications of soils in this report are based on visual field and/or laboratory observations, which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System. a s s o c i a t e d I earth s c i e n c e s EXPLORATION LOG KEY FIGURE Al I n c. . ipu r t LOG OF EXPLORATION PIT NO. EP-'I C o This tog is part of the report prepared by Associated Earth Sciences, Inc. (AESt) for the named project and should be read together with that report far cornplet: interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this locationwith the passage of time, The data presented are a simplfication of actual conditions encountered. DESCRIPTION Landscaping plants and bark chips 1 Till- Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse 2 subrounded gravel, trace subrounded cobbles. (S.M) 3 4 5 6 , 7 - 8 9 — Bottom of exploration pit at depth 8 feet No ground water seepage. No caving. 10 - 11 - 12 13 14 15 16 17 18 19 Christ's Church Federal Way, WA Associated Earth Sciences, Inc. Logged by: JDC Approved by:: Project No. KE02095A March 2002 LOG OF EXPLORATION PIT NO. EF-2 C a m 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) For the named project and should he read together with that report For complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface condifions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) Till Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) ,I Bottom of exploration pit at depth 6 feet No ground water seepage. No caving. I Christ's Church Federal Way, WA Associated Earth Sciences, Inc. Project No. KE02095A Logged by: Approved by:: 0 11 ?n N U March 2002 LOG OF EXPLORATION PIT NO. EP-3 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary gpplies only to the Iocafion of this trench at the time of excavation. Subsurface conditions may change at Phis location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Fill 1 Medium dense, moist, light olive -brown, nonstratified, SILTY fine to coarse SAND, little gravel, trace 2cobbles, trace organics. (SM) � 3 Remnant Topsoil 4 Medium dense, moist, dark brown, nonstratified, SILTY fine to coarse SAND, little organics, few fine to coarse subrounded ravel. SW 5 Weathered Till Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to 6 coarse subrounded gravel, trace subrounded cobbles. (5M) 7 Till 8 Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse 9 subrounded gravel, trace subrounded cobbles. (SM) 10 Bottom of exploration pit at depth 10 feet 11 No ground water seepage. No caving. 12 13 14 15 16 17 18 19 Logged by: JDC Approved by: Christ's Church Federal Way, WA Associated Earth Sciences, Inc. ®E®®® Project No. KE02095A March 2002 LOG OF EXPLORATION PIT NO. EP-4 This log is part of the report prepared by Associated Earth Sciences, Inc. (AE51) for the named project•and should be together that for interpretation. This to the location this trench the read with report complete summary applies only of at tlme of excavation. 5uhsurtace conditions may change at this location wrath the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Crushed Rock Fill Fill 1 j Medium dense, moist, light olive -brown, nonstratified, SILTY fine to coarse SAND, little gravel, trace cobbles, trace organics. (SM) , - 2 3 4 Remnant Topsoil Medium dense, moist, dark brown, nonstratified, SILTY fine to coarse SAND, little organics, few fine 5 to coarse subrounded ravel. SW Weathered Till 6 ,Dense, moist, light olive -brown grading to light olive -gray, gILTY fine to coarse SAND, little fine to coarse subrounded ar@vel, trace subrounded cobbles. (Slut) 7 Till Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse 8 subrounded gravel, trace subrounded cobbles. (SM) 9 10 Bottom of exploration pit at depth 10 feet 11 No ground water seepage. No caving. 12 13 14 15 16 17 18 19 Christ's Church Federal Way, WA Associated Earth Sciences, Inc. Logged by: JDC Approved by:: Project No. KE02095A March 2002 LOG OF EXPLORATION PIT NO. EP-5 This lag is part pf the report prepared by Associated Earth Sciences, Inc. (AESI) for the named protect and should be interpretation. This summary applies only to the iocafien of this trench at the read together wt th That report ror I'd in time of excavation. Subsurface condifions may change at this location with the passage of time. The data presenled are aa) o a simplfication of actual conditions encountered. DESCRIPTION Grass and Sod Fill 1 Medium dense, moist, light olive -brown, nonstratified, SILTY fine to coarse SAND, little gravel, trace cobbles, trace organics. (SM) 2 3 4 -� 5 — 6 e Weathered Till e Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to 7 coarse subrounded gravel, trace subrounded cobbles. (SM) 8 _. 9 -- 10 ' - Bottom of exploration pit at depth 10 feet 11 — No ground water seepage. No caving. 12 13 - 14 - I 15 — 16 17 18 19 Christ's Church Federal Way, WA Associated Earth Sciences, Inc. Logged Approvedd by:: Project No. KE02095A March 2002 LOG JF EXPLORATION PIT NO. & o N This log is part of the report prepared by Associated Barth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Grass and Sod Fill 1 Loose to medium dense, moist, light olive -brown, nonstratified, SILTY fine to coarse SAND, few fine 2 to coarse subrounded gravel, trace subrounded cobbles, trace organics. (SM) -- 3 4 5 U e Weathered Till Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) 8 - Till 9 Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) 10 Bottom of exploration pit at depth 10 feet 11 No ground water seepage. No caving. 12 — 13 14 15 16 17 18 - 19 2G - Christ's Church Federal Way, WA Logged by: JDC Associated Earth Sciences, Inc. Project No. KE02095A Approved by: March 2002 LOG OF EXPLORATION PIT NO. EP-7 This log is part of the report prepared by Associated Earth Sciences, Inc. (AES1) For the named project and should be r read together with that'.part Far com�[ete interpretation. This summary applies only to the focafion of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are r� a simplfication of actual conditions encountered. DESCRIPTION Landscaping plants and bark chips 1 Till Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse 2 subrounded gravel, trace subrounded cobbles. (SM) 3 4 5 — 6 Bottom of exploration pit at depth 6 feet 7 No ground water seepage. No caving. 8 —i 9 10 ... 11 J 12 13 14 15 16 17 18 — 19 Christ's Church Federal Way, WA Associated Earth Sciences, Inc. Logged Approvedd by:: Project No. KE02095A March 2002 LOG OF EXPLORATION PIT NO. EP-8 r a) o This lag is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should he read together with that report far cnmplete interpretation. This summary agpiies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Landscaping plants and topsoil 1 Weathered Till Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to 1 coarse subrounded gravel, trace subrounded cobbles. (SM) - 2 3 - 4 Bottom of exploration pit at depth 3 feet No ground water seepage. No caving. 5 6 — 7 8 9 10 11 12 13 14 15 16 17 18 19 N O N Christ's Church Federal Way, WA a c7 Associated Earth Sciences, Inc. Lagged by: ,1DC Project No. KE02095A m Approved by: ® ® ® March 2002 U Y LOG OF EXPLORATION PIT NO. EP-9 r W o This log is part of the report prepared by Associated Earth Sciences, Inc. [AESI} for the named pproject and should be read togetttsr with that report for complete Interpretation. his summary a plies only tq the Iocativn of this trench at the lime of excavation, Subsurface conditions may change at this location wit [he passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Grass and Sod - - ---Fill 1 ium dense, moist, light olive -brown, nonstratified, SILTY fine to coarse SAND, little gravel, trace�cMed obbles, trace organics, trace brick fragments. SM} 2 Till Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse 3 subrounded gravel, trace subrounded cobbles. (SM) 4 Bottom of exploration pit at depth 4 feet 5 No ground water seepage. No caving. 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Christ's Church Federal Way, WA Logged by: Associated Earth Sciences, Inc. Project No. KE02095A Approved by:: 99EN6 March 2002 LOG ,.,r EXPLORATION PIT NO. EP• . J 1- 2- 3- 4- 5- 6 7- 8- 9- 10 - 11 - 12 13 - 14 - 15 - 16 - 17 - 18 19 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Weathered Till Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) Till Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) Bottom of exploration pit at depth 4 feet No ground water seepage. No caving. a Christ's Church Federal Way, WA Logged by: JDC Associated Earth Sciences, Inc. Project No. KE02095A Approved by: March 2002 6, associated EX Iora,ionLog earth sciences Project Number Exploration Number Sheet i° c ° r p° r i t E d 180458EO01 EB-1 1 of 1 Project Name Christ's Church Ground Surface Elevation (ft) —450 Location _ Federal Way- WA^_ Datum NA\/n gs Driller/Equipment EDI / Truck - Rig Date Start/Finish 1n/1 A/1 P 1 n/1 A/18 Hammer Weight/Drop 140# / 30" Hole Diameter (in) R inches _ L y U O c E C O , (V � N N � CO N Blows/Foot .y U) a 3 o T C� cn DESCRIPTION o " ca 3: m t 10 20 30 40 4'•: ' Crushed Rock - -9 inches Vashon Lodgment Till Moist, light gray and brown with minor oxidation, very silty, fine SAND, 5 S-1 - trace gravel; unsorted; weathered (SM). 8 19 11 5 S-2 Moist, light brownish gray, sandy, SILT, trace gravel; unsorted (SM). 22 Ole, - 10 S-3 _ Moist, light brownish gray, very silty, fine SAND, trace gravel; unsorted Q! sai (SM). - 15 S-4 ': • • Moist, light brownish gray, silty, fine SAND, some gravel; unsorted; broken cf rock in sampler SM). Bottom of exp[aratlon boring at 18 feet No groundwater encountered. - 20 - 25 - 30 - 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: TG m Y OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) ,. as5ociated e a r t h s c i e n c e s 17oorporeied Project Number 180458EO01 Exploration _) I Exploration Number I EB-2 Sheet 1of1 Project Name rl Ground Surface Elevation (ft) -442 Location Federal Way, WA Datum NAVE] RR Driller/Equipment EDI Truck - Rig Date Start/Finish ,, (1/1 Q/1 R' 1 Q/19/18 Hammer Weight/Drop _140# / 30" Hole Diameter (in) R inr,}ZeS v! a .20 Q� c •O a5 Blows/Foot N En a) L T� E n �' m 3 z o 'CD u) o ° 3: m ° DESCRIPTION 10 20 30 40 `s Crushed Rock - -6 inches Vashon Lodgment Till Moist, light brownish gray with minor to moderate oxidation, very silty, fine S-1 SAND, trace gravel; unsorted (SM). 5 Moist, light brownish gray, very silty, fine to medium SAND, trace gravel; S-2 unsorted (SM). 10 0 S-3 As above; some gravel (SM). Bottom of exploration boring at 13 feet No groundwater encountered. 15 Sample intervals due to elevated height of drill rig above ground. NN 1- 25 30 35 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) 0 No Recovery M - Moisture m Y OD Split Spoon Sampler (D & M) 1] Ring Sample Q Water Level Q ® Grab Sample Q Shelby Tube Sample 1 Water Level at time of drilling (ATD) Logged by: TG Approved by: JHS J I . 1 a s s a c f a t e a Geologic & Monitorinq Well Construction Lo earth sciences Project Number Well Number Sheet i « ° ° ' p ° r a ' ' d 180458EO01 EB-3W 1 of 3 Project Name -Chrisfs Church Location Federal Way, WA Elevation (Top of Well Casing) —450 Surface Elevation (ft) —450 Water Level Elevation Date Start/Finish 1 n/1 gli R 4 n/1 Am Ft Drilling/Equipment EDI / Truck- Fria Hole Diameter (in) 8 Ir1CheS Hammer Weight/Drop 140# / 30" L m j 3 U Q aE o� m WELL CONSTRUCTION T U) DESCRIPTION Flush mount monument': :a n Crushed Rock - -9 inches Locking well cap Vashon Lodgment Till Concrete seal 0 to 1.5 feet 13 Moist, light brownish gray with minor oxidation, very silty, fine to 17 medium SAND, some gravel; minor organics; weathered (SM). 16 5 50/6" Moist, light brownish gray, very silty, fine to medium SAND, some gravel; unsorted (SM). -10 3/8-inch bentonite chips and D native slough 1.5 to 86 feet 50/6" As above. -15 2-inch I.D. PVC casing 0 to 'i 90 feet 24 Moist, light brownish gray, silty, fine SAND, some gravel; unsorted ' 27 : - : (SM). 50/5" • - 20 Drill cuttings have elevated moisture at -20 feet. 50/2" ' Moist to very moist, light brownish gray, silty, fine to medium SAND, some gravel; sample may not be representative of depth sampled; - low recovery (SM). - 25 50/2" Moist, light brownish gray, silty, fine to medium SAND, some gravel; i unsorted; broken rock in sampler (SM). - 30 it Vashon Lodgment Till / Advance Outwash Transitional i 50/6" Moist to very moist, light brownish gray with minor oxidation, silty, fine to medium SAND, some gravel; unsorted; silt coated sand grains (SM). - 35 35 50/3" Moist to very moist, gray and light brownish gray with minor oxidation, silty to some silt, fine to medium SAND, some gravel; unsorted (SM). Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: TG m 3" OD Split Spoon Sampler (D & M) Ring Sample SZ Water Level () Approved by: JHS ® Grab Sample Shelby Tube Sample 1 Water Level at time of drilling (ATD) ` a s s o c l a t e d Geolo is & MonitoringWei.- :onstruction Lo- a a r t h s c i e n c e s Project Number i Well Number Sheet r p° r°' e a 180458E001 EB-3W 1 2 of 3 Project Name Christ's Church Location FQderaf Way. W-A Elevation (Top of Well Casing) -450 Surface Elevation (ft) ^-450 Water Level Elevation Date Start/Finish 1 nlI j 18 1011 Dili R Drilling/Equipment ED.1 1 Truck.- Ria Hole Diameter (in) 8 inches Hammer Weight/Drop 1 1 " L > U O a)/1 o� L E tj m �� WELL CONSTRUCTION T DESCRIPTION 318-inch bentonite chips and native slough 1.5 to 86 feet 35 Very moist, light brownish gray to gray, fine to medium SAND, some 5o/4" gravel, some silt; somewhat unsorted (SP-SM). -45 2-inch I.D. PVC casing 0 to 90 feet 31 Vashon Advance Outwash 50/2" Very moist, light brownish gray, fine to medium SAND, some gravel, trace to some silt; stratification of finer sand (SP-SM). - 50 e o 30 Very moist, gray and light brownish gray, gravelly, fine to medium 50/6' SAND, some silt; faint stratification (SP-SM). - 55 7 Moist to very moist, light brownish gray, gravelly, fine to medium 27 SAND, some silt; faint stratification (SP-SM). 30 - 60 50/6" _ Very moist, gray and light brownish gray, fine to medium SAND, some gravel, trace silt; faint stratification (SP). - 65 20 50/3" Very moist, gray and light brownish gray, fine to medium SAND, .- some gravel, trace silt; massive; blowcounts may be overstated, rock stuck in sampler tip (SP). -70 3/8-inch bentonite chips and native slough 1.5 to 86 feet 22 Very moist, gray and light brownish gray, gravelly, fine to medium 50l6'° SAND, some silt; massive (SP-SM). -75 2-inch I.D. PVC casing 0 to 90 feet 9 Very moist, gray and light brownish gray,very sandy, GRAVEL, some 50/6" b g 6 silt; massive (GM). Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: TG m Y OD Split Spoon Sampler (D & M) Ring Sample �-Z Water Level () Approved by: JHS Grab Sample Shelby Tube Sample 1 Water Level at time of drilling (ATD) s o c i a t e d Geologic & Monitoring.Nell Construction Log eag earth sciences Project Number Well Number Sheet i " ° ° r p ° ' ° t ° d 180458EO01 EB-3W I 3 Of 3 Project Name Christ's Church Location F_ederal_Way WA Elevation (Top of Well Casing) —450 Surface Elevation (ft) -450 Water Level Elevation Date StartJFinish i011 R!1 R 'i nii Ail A Drilling/Equipment EDI / Truck - Rig Hole Diameter (in) 8 inches Hammer Weight/Drop 140# / 30" L > O J N _ E O Q-0 E N O f9 ca WELL CONSTRUCTION T DESCRIPTION 14 Moist to very moist, dark gray to dark brownish gray, fine to medium 40 SAND, some gravel, trace to some silt; massive (SP). 50/4" - 85 Colorado silica sand 86 to 100 feet 21 As above. 50/6" 10 - Moist, gray to light brownish gray, fine to medium SAND, some 50/6" : gravel, trace silt; massive (SP). -95 - 2-inch I.D. PVC well screen 0.010-inch slot width 90 to 100 feet -100 Screw on end cap 50/6" Moist to very moist, gray to light brownish gray, fine to medium Native slough 100 to 100.5 twrtnglerar7CTi e 1 t�#-'r '. i�a assive (SP). feet Well completed at 100 feet on 10/18/18. No groundwater encountered. Well tag # BKH 554 A 05 A10 �15 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: TG m 3" OD Split Spoon Sampler (D & M) Ring Sample Water Level () Approved by: JHS ® Grab Sample Shelby Tube Sample 1 Water Level at time of drilling (ATD) % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt Clay 0.0 6.1 1 17.7 7.7 41.0 19.8 7.7 TEST RESULTS Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) 1.5 100.0 1 100.0 .75 93.9 .375 87.0 #4 76.2 #8 70.0 #10 68.5 #20 55.0 #40 27.5 #60 12.6 #100 9.1 #200 7.7 #270 7.5 (no specification provided) Location: Onsite Material Description gravelly SAND, some silt Atterberg Limits (ASTM D 4318] PL= NP LL= NV Pl= NP Classification USCS (D 2487)= SP-SM AASHTO (M 145)= A-1-b Coefficients D90= 14.2428 D85= 8.1615 D60= 1.0319 D50= 0.7355 D30= 0.4524 D15= 0.2832 D10= 0.1945 Cu= 5.31 Cc= 1.02 Remarks Collected by: TG Date Received: 10/25/2018 Tested By: BN Checked By: SS Title: ier: EP-3W Depth: 57.5' a s s o c i a t e d Client: Christ's Church e a r t h s c i e n c e s Project: Christ's Church i n c o r p o rat e d Proiect No: 180458 EQOI Date Tested: 10/30/2018 Date Sampled: 10/19/2018 41 . % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 11.3 16.7 7.3 35.7 19.7 9.3 TEST RESULTS Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) 1.5 100.0 1 100.0 .75 88.7 .375 81.0 #4 72.0 #8 66.0 #10 64.7 #20 54.5 #40 29.0 #60 16.3 #100 12.0 #200 9.3 #270 8.9 Material Description gravelly SAND, some silt Atterherg Limits (ASTM D 431_ PL= NP LL= NV PI= Classification USCS (D 2487)= SW-SM AASHTO (M 145)= A-1-b Coefficients 1390= 19.6855 D85= 16.6983 D60= 1.1144 D50= 0.7369 D30= 0.4372 D15= 0.2253 D10= 0.0962 Cu= 11.58 Cc= 1.78 Remarks Collected by: TG Date Received: 10/25/2018 Date Tested: 10/30/2018 Tested By: BN _ Checked By: SS Title: - (no specification provided) Location: Onsite Sample Num r: EP-3W Depth: 72.5' Jaa s s o c i a t e d Client: Christ's Church e a r t h s c i e n c e s Project: Christ's Church i n c o r p o rate d Proiect No: V8W8 EQ Date Sampled: 10/19/2018 %+3" % Gravel % Sand % Fines Coarse Fine Coarse j Medium Fine Silt Clay 0.0 14.7 32.9 16.6 19.8 9.9 6.1 TEST RESULTS Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) 1.5 100.0 1 100.0 .75 85.3 .375 70.3 #4 52.4 #8 38.6 #10 35.8 #20 22.6 #40 16.0 #60 10.5 #100 7.7 #200 6.1 #270 5.8 Material Description very sandy GRAVEL, some silt Atterber Limits ASTM D 431 PL= NP LL= NV PI= Classification USCS (D 2487)= GW-GM AASHTO (M 145)= A-1-a Coefficients D90= 20.7895 D85= 18.9351 D60= 6.2486 D50= 4.3109 D30= 1.4161 D15= 0.3857 D10= 0.2361 Cu= 26.47 Cc= 1.36 Remarks Collected by: TG Date Received: 10/25/2018 Date Tested: 10/30/2018 Tested By: BN Checked By: SS Title: (no specification provided) Location: Onsite Date Sampled: 10/19/2018 Sample Number: EP-3W Depth: 82.5' a s s o c i a t e d, Client: Christ's Church e a r t h s c i e n c e s Project: Christ's Church i n c o r p o rat e d _ Project No: 180458 E001 Fissure Return Address: City of Federal Way � � ������ Attn: Ann Dower 33325 8th Avenue South EXCISE TAX AFFIDAVITS Federal Way, WA 98003-6325 1/6/2020 10:21 AM KING COUNTY, WA Tax Amount:s9a_po 20200106000351 WARRANTY DEED Rec: $106.50 11612020 10:21 AM KING COUNTY, WA STATUTORY WARRANTY DEED Grantor (s): CHRIST'S CHURCH, a Washington 501c-3 non-profit corporation Grantee (s): CITY OF FEDERAL WAY, a Washington municipal corporation Property Legal Description (abbreviated): a ptn of S 5, Ta 21 N, R 4 E, W_M., King County, WA Additional Legal(s) on Exhibit A and depicted on Exhibit B Assessor's Tax Parcel ID#(s): 0521049092 THE GRANTOR(S) CHRIST'S CHURCH, A Washington 50I0 non-profit corporation, for and in consideration of the City of Federal Way's approval of a building permit No. 03-100I87-CO for construction of an addition and other good and valuable consideration, convey(s) and warrant(s) to the CITY OF FEDERAL WAY, a Washington municipal corporation, all of their right, title and interest, and any after -acquired interest therein, in and to the real property described in Exhibit A and depicted in Exhibit B herewith attached and made a part hereof, situated in King County in the State of Washington. DATED THIS -'�4' day of f L6y - 20& [signature page to follow] CHRIST'S CHURCH: I Mac Hoover, Treasurer STATE OF WASHINGTON ) ) ss. COUNTY OF KING ) On this day personally appeared before me Mac Hoover, to me known to be the Treasurer of Christ's Church that executed the foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and on oath stated that he was authorized to execute said instrument and that the seal affixed, if any, is the corporate seal of said corporation. GIVEN my hand and official seal this AMY M REYNOLDS Notary Pubilc State of Washington Commission # 98241 N1y Comm. Expires May 25, 2023 Rev. 10/17 ttypecUm lteti narne of notary) Notary Public in and fort State of Washington. My commission expires EXHIBIT "B" 10.44' r S60' 49' 50"W r do- 183.37' 9' ROW DEDICATION 0� 6518 SQUARE FEET ,• APN Z 0 / 0521049092 3 a o n=39'50'23" , R=78&51' a I I L=548.28' ' SOUTH LINE OF NW 1/4. OF SE 1/4 N89' 03' 20"W 491.48' APN APN APN 0521049142 %I 5/53900130 5153900120 5 9.59' �q � l 0 1 "=100' JOB N0, 2180539.50 9/6/19 ROW Dedication Exhibit Map LEGAL BY: SAR EXHIBIT BY: GD NW 1/4, SE 1/4, 505, T21 N, R04E w\sdskproj\2018\2180539\2180539—rowdedlcotion.dwg APN APN 153900110! 5153900080 m 2215 North 30th Street. Suite 300. Tacoma, WA 98443 253.363.2422 TEL 253.333.2572 FAX EXHIBIT "A" THAT PORTION OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION S, TOWNSHIP 21 NORTH, RANGE 4 EAST OF THE WILLAMETTE MERIDIAN, KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER OF SAID NORTHWEST QUARTER OF THE SOUTHEAST QUARTER, THENCE SOUTH 89°53'59" WEST 210.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE NORTH 00005'23" EAST TO THE SOUTHEASTERLY MARGIN OF MALTBY ROAD (SOUTH DASH POINT ROAD) THENCE SOUTHWESTERLY ALONG SAID SOUTHEASTERLY MARGIN TO THE SOUTH LINE OF SAID NORTHWEST QUARTER OF THE SOUTHEAST QUARTER; THENCE EASTERLY ALONG SAID SOUTH LINE TO THE TRUE POINT OF BEGINNING; THAT PORTION BEING DESCRIBED AS FOLLOWS: A 9.00 STRIP OF LAND LYING SOUTH AND EASTERLY OF SAID SOUTHEASTERLY MARGIN OF MALTBY ROAD (KNOWN AS SOUTH DASH POINT ROAD). SAID STRIP IS IMMEDIATELY ADJACENT TO AND PARALLEL WITH THE EXISTING 60 FOOT WIDE RIGHT-OF-WAY OF SAID ROAD, CREATING A 69 FOOT RIGHT-OF-WAY. CONTAINING 6518 SQUARE FEET, OR 0.15 ACRES MORE OR LESS. r x Mailing AddressW S Dash Point R' w w � CilyISlaIezip 4 Phone No. (including area code) NSend all property tax correspondence to: ❑ Same as Buyer/Grantee Name Christ's Church Mailing Address City/State/zip F Phone No. (including area code] 2�3 941 271 j Street address of property: 941 S Dash Point Rd Mailing Addres 325 8th Ave S City/State/zip Feder if WaY. WA 98003 Phone No. (including area code) List all real and personal property tax parcel account numbers — check box if personal property 521—Q4aQ2 List assessed value(s) This property is lmited in Federal Way Q Check box it' any of the listed parcels arc being segregated from another parcel, are part of a boundary line adjustment or parcels being merged. Legal description of property (if more space is needed, you may attach a separate sheet to each page of the affidavit) see attachment Select Land Use Codes}; 5 - Highway and street right of way 1W enter any additional codes: (See back of last page for instructions) YES NO Was the seder receiving a property tax CXer*on or deferral rinds• ❑ Chapters 94.36, 84.37, or 84.38 RCW (nonprofit organization, senior citizen, or disabled person, homeowner with limited income)'? YES NO Is this property designated as forest land per chapter 84.33 RCW? [] ❑✓ Is this property classified as current use (open space, farm and 0 ❑ agricultural, ortimber) land per chapter M.34 RCW? Is this property =iving special valuation as historical prupcn,, ❑ ❑r per chapter 8420 RCW? If any answers are yes, complete as instructed below. (1) NOTICE OF CONTINUANCE (FOREST LAND OR CURRENT USE) NEW OWNER(S): To continue the current designation as forest land or classification as current use (open space, farm and agriculture, or timber) land, you must sign on (3) below. The county assessor must then determine if the land transferred continues to qualify and will indicate by signing below. If the land no longer qualifies or you do not wish to continue the designation or classification, it will be removed and the compensating or additional taxes will be due and payable by the seller or transferor at the time of sale. (RCW 84.31140 or RCW 84.34.108). Prior to signing (3) below, you may co:ttact Your local county assessor for more infornyation. This land ❑ does ❑ does not qualify for continuance. DEPUTY ASSESSOR DATE (2) NOTICE OF COMPLIANCE (HISTORIC PROPERTY) NEW OWNER(S): To continue special valuation as historic property, sign (3) below, if the new owner(s) does not wish to continue, all additional tax calculated pursuant to chapter 84.16 RCW, shall be due and payable by (lie seller or transferor at the time of sale. (3) OWNER(S) SIGNATURE PRINT NANtE List all personal property (tangible and intangible) included in selling price. If claiming an exemption, list WAC number and reason for exemption: WAC No. (Section/Subsection) 458-61A 205i'4) Reason for exemption DEDICATION OF PROPERTY FOR RIGHT OF WAY Type of Document STATUTORY WARRANTY DEED Date of Document Gross Selling Price $ *Personal Property (deduct) $ Exemption Claimed (deduct) S Taxable Selling Price $ 0.00 Excise Tax : State S 0.00 0.0050 Local $ 0.00 *Delinquent Interest: State S Local $ *Delinquent Penalty S Subtotal S 0.00 *State Technology Fee $ 5.00 *Affidavit Processing Fee $ 5.00 Total Due S 10.00 A MINIMUM OF S10.00 IS DUE IN FEE(S) AND/OR TAX *SEE INSTRUCTIONS I CERTIFY UNDER PENALTY OF PERJURY THAT THE FOREGOING IS TRUE AND CORRECT. Signature of Signature of Grantor or Grantor's Agent 1---- ryi Grantee or Grantee's Agent SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND PRELIMINARY GEOTECHNICAL ENGINEERING REPORT CHRIST"S CHURCH MULTI -PURPOSE BUILDING Federal Way, Washington Prepared for: Christ's Church 941 South Dash Point Road Federal Way, Washington 98003 Prepared by: Associated Earth Sciences, Inc. 911 51h Avenue Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 November 28, 2018 Project No. 180458EO01 Christ's Church Multi -Purpose Building Federal Way, Washington 1.0 INTRODUCTION Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Project and Site Conditions I. PROJECT AND SITE CONDITIONS This report presents the results of our subsurface exploration, geologic hazard, and preliminary geotechnical engineering study for the proposed Christ's Church Multi -Purpose Building in Federal Way, Washington. Our recommendations are preliminary since the project is still early in the design phase. The site, location is shown on the "Vicinity Map," Figure 1. The approximate locations of explorations completed for this study are shown on the "Site and Exploration Plan," Figure 2. Interpretive exploration logs of the subsurface explorations completed for this study are included in the Appendix. 1.1 Purpose and Scope The purpose of this study was to provide subsurface data to be used in the design and development of the above -referenced project. Our study included reviewing selected available geologic literature, reviewing previous work onsite, advancing three exploration borings —completing one as a groundwater monitoring well —and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and shallow groundwater. Geotechnical engineering studies were completed to formulate preliminary recommendations related to site preparation and grading, the type of suitable foundations and floors, allowable foundation soil bearing pressures, anticipated foundation and floor settlement, pavement recommendations, drainage considerations, and infiltration feasibility. This report summarizes our current fieldwork and offers preliminary recommendations based on our present understanding of the project. We recommend that we be allowed to review the recommendations presented in this report and revise them, if needed, when a project design has been finalized. 1.2 Authorization This report has been prepared for the exclusive use of Christ's Church and its agents for specific application to this project. Our work was performed in accordance with our scope of work and cost proposal, dated September 10, 2018. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-1804-i'PSY101-2 - Projects�20180458�KE�WP Page 1 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions 2.0 PROJECT AND SITE DESCRIPTION The project site is the existing church complex located at 941 South Dash Point Road in Federal Way, Washington, as shown on the attached "Vicinity Map" (Figure 1) (King County Parcel No. 0521049092). The complex occupies approximately 3.7 acres and slopes gently to the west. The area of proposed redevelopment is located at the southern end of the complex that is currently occupied by several modular buildings. This area slopes gently to the north and is bounded to the north by the existing sanctuary building, to the west by an asphalt -paved driveway and to the east and south by existing gravel -surfaced parking areas. Our attached "Site and Exploration Plan" (Figure 2) illustrates the property boundaries and various existing features. Based on conversations with the civil engineer (AHBL) we understand that the proposed project will involve relocation of the existing modular buildings and construction of a new two-story multi -purpose building having a footprint of about 16,000 square feet. We understand that the new building could have a below -grade level that daylights toward the existing sanctuary building on the north. As part of the project, we understand that the existing adjacent gravel surfaced parking areas could be covered with asphalt pavement. We also understand that the potential for stormwater infiltration to manage runoff is being considered. 3.0 SUBSURFACE EXPLORATION Our field study included advancing three exploration borings completed on October 18 and 19, 2018 with one completed as a groundwater monitoring well. In addition we also reviewed the logs from previous exploration pits completed by Associated Earth Sciences, Inc. (AESI) at the site in March 2002. The conclusions and recommendations presented in this report are based on the explorations completed for this study. The number, locations, and depths of the exploration borings were completed within current site and budgetary constraints. 3.1 Exploration Borings The exploration borings were completed by advancing hollow -stem auger tools with a truck -mounted drill rig. During the drilling process, samples were obtained at generally 5-foot-depth intervals. The exploration borings were continuously observed and logged by a representative from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and observation of the samples collected. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045SE001-2-Projects�20180458�KEJWP Page 2 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions Disturbed, but representative samples were obtained by using the Standard Penetration Test (SPT) procedure in accordance with American Society for Testing and Materials (ASTM) D-1586. This test and sampling method consists of driving a standard 2-inch, outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free -falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded, and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached exploration boring logs. The samples obtained from the split -barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as summarized in this report. 3.2 Monitorine Well One groundwater monitoring well was installed at the project site in boring EB-3W to allow for documentation and monitoring of groundwater levels below the site. The well consists of 2-inch diameter polyvinyl chloride (PVC) Schedule-40 well casing with threaded connections. The lower 10 feet of the well is a finely slotted (0.010-inch machine slot) well screen to permit water inflow. The annular space around the well screen was backfilled with silica sand, and the upper portion of annulus was sealed with bentonite chips and grout. A steel flush mount monument was placed over the top of the wellhead for protection. The as -built configuration of this well is illustrated on the boring log in the Appendix. Subsequent to the well installation, the well was developed and a pressure transducer with automatic data logger was installed in the well to meaure the water level. The monitoring well was completed to a depth of 100 feet below the surface with the bottom 10 feet screened in Vashon advance outwash sediments. No groundwater was observed at the time of drilling. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, review of our previous explorations, visual reconnaissance of the site, and review of selected applicable geologic literature. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458EO01-2-Projects �20180458�KEJWP Page 3 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Projecr and Site Conditions necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. The general distribution of geologic units is shown on the exploration logs. The explorations typically encountered Vashon-age native sediments consisting of medium dense grading to very dense lodgement till, Vashon advance outwash, or Vashon lodgement till/Vashon advance outwash transitional (transitional) sediments. Review of a regional geologic map (Geologic Map of Poverty Bay Quadrangle 7.5', King and Pierce Counties, Washington, U.S. Geological Survey (USGS), prepared by Booth et al., 2004) indicates that the subject site is underlain by Vashon lodgement till with Vashon advance outwash mapped nearby. Our interpretation of the sediments encountered in our explorations is in general agreement with the regional geologic mapping. 4.1 Stratigraphy Crushed Rock Existing crushed rock material was encountered at the surface of all our recent exploration borings. The crushed rock had a measured thickness of approximately 6 to 9 inches below existing ground surface. Observed crushed rock thicknesses are shown on the attached subsurface exploration logs. Fill While not observed in our recent explorations, existing fill soils were encountered to a maximum depth of 6 feet during our March 2002 explorations. Fill soils on the project site are likely present and likely originated during initial grading of the project area. Fill is also expected in unexplored areas of the site, such as in existing utility trench areas and at previously graded landscaped areas. Existing fill soils are likely variable in density and composition, not suitable for foundation support, and may require mitigation for pavement or slab -on -grade floor support. Excavated existing fill material may be suitable for reuse in structural fill applications if such reuse is specifically allowed by project plans and specifications, if excessively organic and any other deleterious materials are removed, and if moisture content is adjusted to allow compaction to the specified level and to a firm and unyielding condition. Existing fill is not considered suitable for infiltration of stormwater runoff due to its high variability. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458E001-2-Projects�20180458�KE�WP Page 4 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions Vashon Lodgement Till Natural sediments encountered below the crushed rock fill materials in explorations E13-1, E13-2, and E13-3W generally consisted of medium dense grading to very dense, unsorted, non -stratified, very silty fine to medium sand with variable gravel ranging to hard sandy silt with variable gravel interpreted as Vashon lodgement till. The lodgement till was encountered below surficial crushed rock material and extended to the maximum depths explored in exploration borings E13-1 and E13-2 as well as to a depth of 30 feet in exploration boring E13-3W. The lodgement till observed in our explorations graded from medium dense and light brownish gray with minor to moderate oxidation in the weathered zone near the surface to dense and gray to light brownish gray with depth. Lodgement till was deposited at the base of an active ice sheet and was subsequently compacted by the weight of the overlying glacial ice. Lodgement till typically possesses high -strength and low -compressibility attributes that are favorable for support of foundations, floor slabs, and paving with proper preparation. Excavated lodgement till sediments are suitable for reuse in structural fill applications if specifically allowed by project specifications, and if moisture conditions are adjusted to allow compaction to a firm and unyielding condition at the time of construction. If the moisture content of these sediments is elevated at the time of construction, moisture conditioning of the till could be achieved by spreading out the soil proposed for use as structural fill and aerating it during favorable dry site and weather conditions. Vashon lodgement till is generally considered unsuitable for infiltration of stormwater runoff due to its high fine-grained content and low permeability. Vashon Lodgement Till/Vashon Advance Outwash Transitional Sediments underlying the Vashon lodgement till in exploration E13-3W generally consisted of fine to medium sand with a fines content that ranged from some silt to silty. These sediments have a higher silt content than the underlying Vashon advance outwash and range from till -like diamict to somewhat stratified. We interpreted these sediments as a transitional unit with a grain size somewhere between the typical lodgement till and advance outwash sediments. We do not expect these sediments to be used for structural support or reused as fill due to the depth at which they were encountered. Vashon Advance Outwash Underlying the Vashon lodgement till/Vashon outwash transitional sediments in exploration boring E13-3W, we encountered sediments interpreted as Vashon advance outwash. These sediments generally consisted of dense to very dense, stratified sand with trace to some silt and variable gravel and ranged to very sandy gravel with some silt. These sediments were encountered at a depth of approximately 47 feet below the surface and extended beyond the depths explored where encountered. Advance outwash was deposited by meltwater streams November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2-ProjectsJ20180458�KEJWP Page 5 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions from an advancing ice sheet. We do not expect these sediments to be used for structural support or reused as fill due to the depth at which they were encountered. Where permeable and unsaturated, these sediments are a potentially suitable stormwater infiltration receptor. 4.2 Review of Past Explorations Onsite We also reviewed the logs from our previous exploration onsite. The previous on -site explorations consisted of ten exploration pits advanced to depths of 3 to 10 feet below the surface. The previous on -site explorations encountered fill up to 4% feet thick overlying Vashon till to the maximum depth explored of 10 feet. Our interpretation of the soils encountered in our previous explorations are in general agreement with the soils encountered in the current exploration borings. Copies of the exploration logs from our previous work onsite are included in the Appendix and locations are plotted on the "Site and Exploration Plan" (Figure 2). 4.3 Hydrology Groundwater was not encountered in the exploration borings. We anticipate that perched groundwater consisting of interflow may be encountered during the wetter months. Interflow commonly occurs when surface water infiltrates down through relatively permeable soils, such as the existing fill or weathered lodgement till sediments and becomes trapped or "perched" atop a comparatively impermeable barrier, such as the unweathered lodgement till sediments. Groundwater conditions, including depth and duration and quantity of seepage should be expected to vary seasonally, and in response to changes in precipitation, soil grain -size distribution, topography, on- and off -site land usage, and other factors. Groundwater level monitoring is ongoing. Exploration E13-3W was completed as a groundwater monitoring well. Table 1 below contains the well installation details and static water level measured November 2, 2018 Table 1 Well Installation Details Groundwater Level Screened Groundwater Level (ATD) (November 2, 2018) Interval Exploration Location (feet) (feet) (feet) EB-3W No Groundwater No Groundwater 90-100 ATD = At time of drilling, October 18, 2018 November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458E001-2-Projects�20180458�KE�WP Page 6 Christ's Church Multi -Purpose Building Federal Way, Washington 4.4 Laboratory Test Results Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Project and Site Conditions Three laboratory grain -size (sieve) analyses were performed on representative selected samples collected from the exploration borings completed for this study. Grain -size tests were completed on samples of Vashon advance outwash for stormwater infiltration feasibility considerations. The grain -size analyses test results are presented in the Appendix. The grain - size analyses test results are summarized in Table 2 with soil descriptions based on ASTM D-2487 Unified Soil Classification System (USCS). The respective fine-grained content for each sample was measured on the No. 200 sieve and is presented in Table 2. Table 2 Summary of Grain -Size Analyses Exploration P Depth P Fines Number (feet) Geologic Unit USCS Soil Description Content (%) EB-3W 57.5 Vashon Advance Gravelly, SAND, some Silt (SP-SM) 7.7 Outwash Medium Sand is major constituent. E13-3W 72.5 Vashon Advance Gravelly, SAND, some Silt (SP-SM) 9.3 Outwash Medium Sand is major constituent. E13-3W 82.5 Vashon Advance Very Sandy, GRAVEL, some SILT (GW) 6.1 Outwash Fine Gravel is major constituent. USCS - Unified Soil Classification System - percent of total weight November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458E001-2-Projectsi20180458iKE�WP Page 7 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, and shallow groundwater conditions as observed and discussed herein. 5.0 LANDSLIDE HAZARDS AND MITIGATIONS Federal Way Revised Code (FWRC) Section 19.05.070 defines Landslide Hazard Areas as slopes with a minimum inclination of 40 percent and a minimum height of 10 feet. Based on our site reconnaissance and review of topographic imagery available online through King County iMap, it is our opinion that the risk of damage to the proposed structures by landsliding is low. This opinion is based on gentle slope inclinations and the presence of dense to very dense soils observed at relatively shallow depths beneath the surface of the site. Based on our review of the City of Federal Way Critical Areas Map (May 2016), it does not appear that the site contains areas that are considered to be governed by regulations associated with Landslide Hazard Areas. 6.0 SEISMIC HAZARDS AND MITIGATIONS Earthquakes occur regularly in the Puget Lowland. Most of these events are small and are not felt by people. However, large earthquakes do occur, as evidenced by the 2001, 6.8-magnitude event; the 1965, 6.5-magnitude event; and the 1949, 7.2-magnitude event. The 1949 earthquake appears to have been the largest in this region during recorded history and was centered in the Olympia area. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20-year period. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 6.1 Surficial Ground Rupture The project area is located approximately 15 miles south of the Seattle Fault Zone and within the mapped limits of the Tacoma Fault Zone. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-I80458E001-2-Projects�20180458�KE�WP Page 8 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations Seattle Fault Our current understanding of the Seattle Fault suggests that several fault traces are spread across a relatively wide zone. Recent studies by the USGS (e.g., Johnson et al., 1994, Origin and Evolution of the Seattle Fault and Seattle Basin, Washington, Geology, v. 22, p. 71-74 and Johnson et al., 1999, Active Tectonics of the Seattle Fault and Central Puget Sound Washington - Implications for Earthquake Hazards, Geological Society of America Bulletin, July 1999, v. 111, n. 7, p. 1042-1053) have provided evidence of surficial ground rupture along a northern splay of the Seattle Fault. The recognition of this fault is relatively new, and data pertaining to it are limited, with the studies still ongoing. According to the USGS studies, the latest movement of this fault was about 1,100 years ago when about 20 feet of surficial displacement took place. This displacement can presently be seen in the form of raised, wave -cut beach terraces along Alki Point in West Seattle and Restoration Point at the south end of Bainbridge Island. The recurrence interval of movement along this fault system is still unknown, although it is hypothesized to be in excess of several thousand years. Tacoma Fault Geophysical surveys of the Puget Lowland in 1998 suggested the presence of a fault zone along the north side of the Tacoma basin generally between Tacoma and the south end of Hood Canal (Upper Crustal Structure in the Puget Lowland, Washington: Results from 1998 Seismic Hazards Investigation in Puget Sound, Journal of Geophysical Research, v. 106, p. 13,541-13,564, by T.M. Brocher, T. Parsons, R.A. Blakely, N.I. Christiansen, M.A. Fisher, R.E. Wells, and SHIPS Working Group, 2001). More recent studies by the USGS have provided evidence of surficial ground rupture along the Tacoma Fault near Burly, Washington (The Catfish Lake Scarp, Allyn, Washington: Preliminary Field Data and Implications for Earthquake Hazards Posed _by The Tacoma Fault, USGS Open -File Report 03-455, by B.L. Sherrod, A.R. Nelson, H.M. Kelsey, T.M. Brocher, R.J. Blakely, C.S. Weaver, N.K. Rountree, S.B. Rhea, and B.S. Jackson, 2003). The recognition of this fault is relatively new, and data pertaining to it is limited, with studies still ongoing. According to the USGS studies, the latest movement of this fault was about 1,100 years ago when several meters of surficial displacement took place. This displacement can presently be seen in the form of raised tidal flats in the Burly Lagoon, Lynch Bay, and North Cove, resulting in the present-day freshwater marshes and forested lowlands. Further evidence of the faulting activity in this system has been seen at Wollochet Bay, where forested areas were inundated by water. Additionally, linear fault scarp features in the ground surface were exposed in recent Light Detection and Ranging (LIDAR) maps. The scarp features are located near Allyn, Washington, and have been described as trending parallel to the Tacoma Fault system. Studies also point to the fault system continuing across the Puget Sound, and it is inferred as continuing through Commencement Bay and the Puyallup River Delta. The slip rate along the Tacoma Fault is November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2- Projects �20180458JKE�WP Page 9 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations thought to be approximately 2 millimeters per year. However, very little is known about the recurrence interval of earthquakes along the Tacoma Fault. Fault systems in the Puget Sound region have been hypothesized to have reoccurrence intervals in excess of several thousand years. Due to the suspected long recurrence interval, the potential for surficial ground rupture is considered to be low during the expected life of the proposed development. No mitigation efforts beyond complying with the requirements of the local jurisdictions and the 2015 International Building Code (IBC) are recommended for this site. 6.2 Seismically Induced Landslides It is our opinion that the risk of damage to the proposed structures by seismically induced landsliding during a design -level seismic event is low. No quantitative slope stability analysis was completed, and none is warranted for the project as currently proposed, in our opinion. 6.3 Liquefaction Liquefaction is a temporary loss in soil shear strength that can occur when loose granular soils below the groundwater table are exposed to cyclic accelerations, such as those that occur during earthquakes. The observed site soils were relatively dense and unsaturated and are not expected to be prone to liquefaction. A detailed liquefaction hazard analysis was not performed as part of this study, and none is warranted, in our opinion. 6.4 Seismic Site Class 2015 International Building Code In our opinion, the subsurface conditions at the site are consistent with seismic Site Class "C" in accordance with the 2015 IBC, and the publication ASCE 7-10 referenced therein. 7.0 EROSION HAZARDS AND MITIGATION The definition for an Erosion Hazard Area as presented in Section 19.05.070(1) of the FWRC is as follows: "Erosion hazard areas" are those areas identified by the U.S. Department of Agriculture's (USDA) Natural Resource Conservation Service (NRCS) as having a moderate to severe or severe to very severe rill and inter -rill erosion hazard due to natural agents such as wind, rain, splash, frost action or stream flow; those areas containing the following group of soils when they occur on slopes of 15 percent or greater: Alderwood-Kitsap ("AkF"), Alderwood gravelly sandy loam ("AgD"), Kitsap silt loam ("KpD"), Everett ("EVD"), and Indianola ("InD"); and those areas impacted by shore land and/or stream bank erosion. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458EO01-2 - ProjectsJ20180458�KE�WP Page 10 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations Review of the NRCS soil survey indicates that the majority of the site consists of Arents, Alderwood material (AmC) of 6 to 15 percent slopes. The Alderwood soil series is consistent with the glacial till soils encountered in our explorations. Based on review of the NRCS, none of the areas on the site meet the criteria for an erosion hazard since none of the slopes are 15 percent or greater. In order to reduce the amount of sediment transported off the site during construction, the following recommendations should be followed. • Silt fencing should be placed around the lower perimeter of all cleared area(s). The fencing should be periodically inspected and maintained as necessary to ensure proper function. • To the extent possible, earthwork -related construction should proceed during the drier periods of the year and disturbed areas should be revegetated as soon as possible. Temporary erosion control measures should be maintained until permanent erosion control measures are established. • Areas stripped of vegetation during construction should be mulched and hydroseeded, replanted as soon as possible, or otherwise protected. During winter construction, hydroseeded areas should be covered with clear plastic to facilitate grass growth. • If excavated soils are to be stockpiled on the site for reuse, measures should be taken to reduce the potential for erosion from the stockpile. These could include, but are not limited to, covering the pile with plastic sheeting, the use of low stockpiles in flat areas, and the use of straw bales/silt fences around pile perimeters. ■ Interceptor swales with rock check dams should be constructed to divert stormwater from construction areas and to route collected stormwater to an appropriate discharge location. • A crushed -rock -surfaced construction entrance should be provided to reduce the amount of sediment transported off -site on truck tires. • All stormwater from impermeable surfaces, including driveways and roofs, should be tightlined into approved facilities and not be directed onto or above steeply sloping areas. • Sediment track -out onto City streets shall be avoided. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2-ProjectsJ20180458JKE�WP Page 11 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations III. PRELIMINARY DESIGN RECOMMENDATIONS 8.0 INTRODUCTION Our explorations indicate that, from a geotechnical engineering standpoint, the proposed project is feasible provided the recommendations contained herein are properly followed. In the vicinity of the proposed new building, our explorations encountered medium dense to very dense glacial soils near the existing grade. Our March 2002 explorations in the vicinity of the proposed building encountered fill soils up to 4 feet deep. If encountered during construction existing fill soils will require removal and replacement with structural fill under new building areas and will require remedial preparation prior to constructing new roads and parking lots. The following report sections provide additional recommendations regarding site preparation, structural fill, grading, foundations, floor support, drainage, infiltration considerations, and pavement recommendations. 9.0 SITE PREPARATION Site preparation of building and paving areas should include removal of all grass, trees, brush, debris, and any other deleterious materials. All existing fill beneath planned foundation areas should be removed. Buried utilities should be removed from planned foundation areas, and should be abandoned in place or removed from below planned new paving. Any depressions below planned final grades caused by stripping activities should be backfilled with structural fill, as discussed under the "Structural Fill" section of this report. Any existing topsoil/grass sod should be stripped from structural areas. After stripping, remaining organics should be removed from structural areas. All soils disturbed by stripping and grubbing operations should be recompacted as described below for structural fill. Once stripping has been completed, any existing fill under areas of new foundations should be addressed. Existing fill should be removed from below areas of planned foundations to expose underlying undisturbed native sediments, followed by restoration of the planned foundation grade with structural fill or controlled density fill (CDF), depending on the required bearing pressures. In areas where overexcavation and replacement with structural fill is required, removal of existing fill should extend laterally beyond the structure's footprint by a distance equal to the depth of overexcavation. For example, if existing fill is removed to a depth of 2 feet below a planned footing area, the excavation should also extend laterally 2 feet beyond the structure's footprint in that area. The required depth of removal should be determined in the field based on actual conditions encountered during excavation. Below planned on -site paving, existing fill should be exposed, proof -rolled, and compacted to a firm and unyielding condition. If yielding conditions are encountered, existing fill would be partially removed and November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2-ProjectsJ20180458JKE�WP Page 12 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations replaced with imported structural fill. The depth of replacement of the existing fill below paving should be determined at the time of construction when site -specific field conditions are known. 9.1 Temporary Cut Slopes In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, temporary, unsupported cut slopes can be planned at 1.5H:1V (Horizontal:Vertical) in unsaturated existing fill and unsaturated, medium dense weathered lodgement till. Temporary slopes of 1H:1V can be planned in unsaturated, dense to very dense unweathered lodgement till. These slope angles are for areas where groundwater seepage is not present at the faces of the slopes. If ground or surface water is present when the temporary excavation slopes are exposed, flatter slope angles may be required. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. 9.2 Site Drainage and Surface Water Control The site should be graded to prevent water from ponding in construction areas and/or flowing into excavations. Exposed grades should be crowned, sloped, and smooth drum -rolled at the end of each day to facilitate drainage. Accumulated water must be removed from subgrades and work areas immediately prior to performing further work in the area. ,Equipment access may be limited, and the amount of soil rendered unfit for use as structural fill may be greatly increased if drainage efforts are not accomplished in a timely sequence. If an effective drainage system is not utilized, project delays and increased costs could be incurred due to the greater quantities of wet and unsuitable fill, or poor access and unstable conditions. During construction, surface water should be routed away from the site slopes and conveyed to an appropriate discharge location. At no time should uncontrolled surface water flow onto the site slopes. Final exterior grades should promote free and positive drainage away from the proposed new building at all times. Water must not be allowed to pond or to collect adjacent to foundations or within the immediate building area. We recommend that a gradient of at least 3 percent for a minimum distance of 10 feet from the building perimeter be provided, except in paved locations. In paved locations, a minimum gradient of 1 percent should be provided, unless provisions are included for collection and disposal of surface water adjacent to the building. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2-Projects�20180458�KEJWP Page 13 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations 9.3 Site Disturbance Most of the on -site soils contain fine-grained material, which makes them moisture -sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. 9.4 Winter Construction The existing fill material and lodgement till contain substantial silt and are considered highly moisture -sensitive. During winter weather construction, soils excavated onsite will likely require drying during favorable dry weather conditions to allow their reuse in structural fill applications. Care should be taken to seal all earthwork areas during mass grading at the end of each workday by grading all surfaces to drain and sealing them with a smooth -drum roller. Stockpiled soils that will be reused in structural fill applications should be covered whenever wet weather is anticipated. If winter construction is expected, crushed rock fill should be used to provide construction staging areas where exposed soil is present. The stripped subgrade should be observed by the geotechnical engineer, and should then be covered with a geotextile fabric, such as Mirafi 50OX or equivalent. Once the fabric is placed, we recommend using a crushed rock fill layer at least 10 inches thick in areas where construction equipment will be used. Soil cement treatment is another approach to providing a workable site during the winter. We are available to provide a more detailed cement -treatment plan on request and if allowed by the governing jurisdiction. 9.5 Frozen Subgrades If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw, and then be recompacted prior to placing subsequent lifts of structural fill or foundation components. Alternatively, the frozen material could be stripped from the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. 10.0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type, placement, and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-I80458EO01-2-ProjectsJ20180458�KE�WP Page 14 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations For backfill of buried utilities in the right-of-way, the backfill should be placed and compacted in accordance with the City of Federal Way codes and standards. After stripping, planned excavation, and any required overexcavation have been performed to the satisfaction of the geotechnical engineer/engineering geologist, the surface of the exposed ground should be recompacted to a firm and unyielding condition. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain, and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free -draining layer by silt migration from below. After recompaction of the exposed ground is approved, or a free -draining rock course is laid, structural fill may be placed to attain desired grades. Structural fill is defined as non -organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts, with each lift being compacted to 95 percent of ASTM D-1557. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the locations of the perimeter footings before sloping down at a maximum angle of 2H:1V. The contractor should note that any proposed fill soils should be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material at least 72 hours in advance to perform a Proctor test and determine its field compaction standard, Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive. The existing fill and lodgement till soils encountered at the project site contain substantially more than 5 percent fine-grained material. Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather and dry subgrade conditions. Construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free -draining gravel and/or sand should be used. Free -draining fill consists of non -organic soil, with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction, and at least 25 percent retained on the No. 4 sieve. A representative from our firm should observe the stripped subgrade and be present during placement of structural fill to monitor the work and perform a representative number of in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses, and any problem areas may be corrected at that time. It is important to November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458E001-2-Projects�20180458JKE�WP Page 15 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the client in developing a suitable monitoring and testing program. 11.0 FOUNDATIONS Spread footings may be used for building support when founded directly on medium dense to dense undisturbed native deposits or on structural fill placed above suitable native deposits, as previously discussed. If foundations will be underlain by a combination of very dense native sediments and new structural fill, we recommend that an allowable bearing pressure of 3,000 pounds per square foot (psf) be used for design purposes, including both dead and live loads. If foundations are underlain by very dense lodgement till sediments alone, or very dense lodgement till and CDF as described in the "Site Preparation" section of this report, an allowable foundation soil bearing pressure of 5,000 psf should be used for design. An increase of one-third may be used for short-term wind or seismic loading. It should be noted that the area bounded by lines extending downward at 1H:1V from any footing must not intersect another footing or filled area. In addition, a 1.5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection. However, all footings must penetrate to the prescribed bearing stratum, and no footing should be founded in or above organic or loose soils. Anticipated settlement of footings founded as recommended should be less than 1 inch with differential settlement one-half of the anticipated total settlement. Most of this movement should occur during initial dead load applications. However, disturbed soil not removed from footing excavations prior to concrete placement could result in increased settlements. All footing areas should be observed by-AESI prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms to the recommendations contained in this report. Such observation may be required by the City of Federal Way. A perimeter foundation drain system should be provided as discussed under the "Drainage Considerations" section of this report. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and foundations extended down to competent natural soil. Once the base of the excavation is November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2-Projects�20180458�KE�WP Page 16 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations reached, consideration should be given to "armoring" the exposed subgrade with a 6-inch layer of crushed rock to provide a working surface during foundation construction. 11.1 Drainage Considerations Foundations should be provided with foundation drains. Drains should consist of rigid, perforated, PVC pipe surrounded by washed gravel. The drains should be constructed with sufficient gradient to allow gravity discharge away from the proposed buildings. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the proposed building to achieve surface drainage. 12.0 FLOOR SUPPORT Floor slabs can be supported on medium dense to very dense native soils, on new structural fill placed above native sediments, or on a minimum of 2 feet of new structural fill where existing fill soils are encountered. Floor slabs should be cast atop a minimum of 4 inches of clean, washed, crushed rock or pea gravel to act as a capillary break. Areas of subgrade that are disturbed (loosened) during construction should be compacted to a non -yielding condition prior to placement of capillary break material. Floor slabs should also be protected from dampness by an impervious moisture barrier at least 10 mils thick. The moisture barrier should be placed between the capillary break material and the concrete slab. 13.0 FOUNDATION WALLS The following preliminary recommendations may be applied to conventional walls up to 8 feet tall. We should be allowed to offer situation -specific input for taller walls. All backfill behind foundation walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed to resist lateral earth pressure represented by an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of 50 pcf. Walls with sloping backfill up to a maximum gradient of 2H:1V should be designed using an equivalent fluid of 55 pcf for yielding conditions or 75 pcf for fully restrained conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2-Projects�20180458�KE�WP Page 17 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations As required by the 2015 IBC, retaining wall design should include a seismic surcharge pressure in addition to the equivalent fluid pressures presented above. Considering the site soils and the recommended wall backfill materials, we recommend a seismic surcharge pressure of 11H and 14H psf, where H is the wall height in feet for the "active" and "at -rest" loading conditions, respectively. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the midpoint of the walls. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of excavated on -site soils, or imported structural fill compacted to 90 percent of ASTM D-1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the walls. A lower compaction may result in settlement of the slab -on -grade or other structures supported above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings or heavy construction equipment must be added to the above values. Perimeter footing drains should be provided for all retaining walls, as discussed under the "Drainage Considerations" section of this report. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. This would involve installation of a minimum 1-foot-wide blanket drain to within 1 foot of finish grade for the full wall height using imported, washed gravel against the walls. ssive Resistance and Friction Factors Lateral loads can be resisted by friction between the foundation and the natural soils or supporting structural fill soils, and by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry density to achieve the passive resistance provided below. We recommend the following allowable design parameters, which include a factor of safety of 1.5: • Passive equivalent fluid = 350 pcf • Coefficient of friction = 0.35 14.0 INFILTRATION FEASIBILITY Generally, our explorations encountered existing fill, Vashon lodgement till, Vashon lodgement till/Vashon advance outwash transitional sediments, and Vashon advance outwash sediments. The site is underlain by existing fill in some locations that is not suitable for use as an infiltration receptor. Native sediments shallower than approximately 30 feet at this site consist November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2-Proiects�20180458�KEkWP Page 18 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnica/ Engineering Report Federal Way, Washington Preliminary Design Recommendations of glacially consolidated lodgement till. Lodgement till is not suitable for use as a stormwater infiltration receptor, and therefore conventional shallow infiltration strategies are not feasible at this site. Infiltration is potentially feasible within the transitional or advance outwash sediments, where they are encountered as permeable, unsaturated, and both vertically and horizontally extensive. Based on the grain -size analysis and fines content of these sediments, the advance outwash sediments provide the best potential for infiltration when compared to the transitional sediments. Exploration boring EB-3W extended to a depth of approximately 100 feet and encountered unsaturated advance outwash sediments stratigraphically below the lodgement till and transitional sediments at a depth of approximately 47 feet below existing ground level. Underground Injection Control (UIC) wells would be required to provide infiltration of stormwater into the advance outwash sediments due to the presence of the thick cap of impermeable lodgement till. UIC wells are deep drilled wells designed to inject stormwater into a deep receptor horizon. UIC well systems have the benefit of reducing the amount of stormwater storage that is required, but also carry higher construction costs and long-term maintenance requirements. We are available on request to discuss the possibility of using UIC wells for this project. The design of a UIC well system at this site would include completion of laboratory and aquifer testing, and construction and testing of at least one UIC well during the design phase. If this approach is selected, we would work with the project civil engineer to develop a project approach, scope, and cost for our services. 15.0 PAVEMENT RECOMMENDATIONS The pavement sections included in this report section are for driveway and parking areas onsite, and are not applicable to right-of-way improvements. At this time, we are not aware of any planned right-of-way improvements; however, if any new paving of public streets is required, we should be allowed to offer situation -specific recommendations. Pavement areas should be prepared in accordance with the "Site Preparation" section of this report. If the stripped native soil or existing fill can be compacted to a firm and unyielding condition, no additional overexcavation is required. Soft or yielding areas should be overexcavated to provide a suitable subgrade and backfilled with structural fill compacted to 95 percent of ASTM D-1557. We anticipate the interior parking lot and aisles will be subject to light traffic loads from passenger vehicles driving and parking. In these light traffic load areas, we recommend a pavement section consisting of 3 inches of hot -mix asphalt (HMA) underlain by 4 inches of crushed surfacing base course. Additionally, we anticipate that select areas of pavement onsite may encounter heavier loading from buses, fire trucks, and garbage trucks, along with November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045SE001-2-Projectsk20180458JKEJWP Page 19 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations passenger vehicles. In these heavy traffic areas, a minimum pavement section consisting of 4 inches of HMA underlain by 2 inches of crushed surfacing top course and 4 inches of crushed surfacing base course is recommended. The crushed rock will provide improved and consistent drainage, which will extend the service life of the parking lot. The crushed rock courses must be compacted to 95 percent of the maximum density, as determined by ASTM D-1557. All paving materials should meet gradation criteria contained in the current Washington State Department of Transportation (WSDOT) Standard Specifications. Depending on construction staging and desired performance, the crushed base course material may be substituted with asphalt treated base (ATB) beneath the final asphalt surfacing. The substitution of ATB should be as follows: 4 inches of crushed rock can be substituted with 3 inches of ATB, and 6 inches of crushed rock may be substituted with 4 inches of ATB. ATB should be placed over a native subgrade or structural fill subgrade compacted to a minimum of 95 percent relative density, and a 1%- to 2-inch thickness of crushed rock to act as a working surface. If ATB is used for construction access and staging areas, some rutting and disturbance of the ATB surface should be expected. The general contractor should remove affected areas and replace them with properly compacted ATB prior to final surfacing. 16.0 PROJECT DESIGN AND CONSTRUCTION MONITORING Our report is preliminary since only a preliminary project concept was available at the time this report was prepared. We recommend that we be allowed to review project plans when they are completed and to revise the recommendations presented in this report as needed. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation system depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of our currently approved scope of work. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458EG01-2-ProjectsJ20180458JKEkWP Page 20 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations We have enjoyed working with you on this study and are confident these recommendations will aid in the successful completion of your project. If you should have any questions or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Tyler Gilsdorf, G.I.T., CESCL Senior Staff Geologist A�l WL - - Kurt D. Merriman, P.E. Senior Principal Engineer Stephen A. Siebert, P.E. Associate Geotechnical Engineer Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Appendix: Exploration Logs (March 2002 Exploration Pits and October 2018 Exploration Borings) Lab Test Results November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458E001-2-Pro%ec[sJ20180458JKE�WP Page 21 PO VlgRT Y BA Y S II111v_ �♦ r .j MN" 1■li gnm raw L r � SP vir 1r� � LiS Lj I 4 13t i al rap i Socieve ty Snohomish County a s S O c I a t o d "lap. N earth sciences aynty. .. i n o r p ra t e` King. County ' 0 1000 2000 Pierce County VICINITY MAP FEET DATA SOURCES/REFERENCES: CHRIST'S CHURCH MULTI -PURPOSE BUILDING USGS: 7.5' SERIES TOPOGRAPHIC MAPS, ESRIII-CUBED/NGS 2013 NOTE: REPRODBLACK UCTION WHITE KING CO: STREETS, CITY LIMITS 1118. PARCELS 8/18 REPRODUMA REDUCISCOLOR FEDERAL WAY, WASHINGTON ORIGINAL MAY REDUCE ITS EFFECTIVENESS AND LEAD TO PROJ NO. DATE: FIGURE: LOCATIONSAND DISTANCES SHOWN AREAPPROXIMATE INCORRECT INTERPRETATION 180458EO01 1 11/18 1 vL y :t >\ .. —I- {� TAL f' r. v x c , N p Irrp counly� x L - 1jn1�I Z� L YYYY U LEGEND: a s s o c i a t e d SITE ANearth sciences PARCEL 1 n C D r p 0 r a t e c EXPLORATION BORING (2018) MONITORING WELL(2018) ° sa goo EXISTING SITE AND Vl ❑ EXPLORATION PIT (2002) FEET EXPLORATION PLAN NOTE:BLACKANDWHITE CHRIST'S CHURCH a DATA CO:TREEREF18,PARS: REPRODUCTION OF THIS COLOR FEDERAL WAY WASHINGTON KING C: STREETS, 1I18, PARCELS 9118, AERIAL PICTOMETRY INT. 2015 ORIGINAL MAY REDUCE ITS ' a LEFFECTIVENESS AND LEAD TO PROJ NO. DATE: FIGURE: LOCATIONS AND DISTANCES SHOWN ARE APPROXIMATE INCORRECT INTERPRETATION 180458EO01 11/18 2 APPENDIX Exploration Logs (3/2002 and 10/2018) and Lab Test Results M ° ; ° Well -graded gravel and Terms Describing Relative Density and Consistency Ca �� o U o o GW gravel with sand, little to Dens SPTt2tblows/foot °' i' no fines Coarse Very Loose 0 to 4 0 0 0 0 o o GP Poorly -graded gravel a, > � in 0 �t Loose 4 to 10 Grained Soils Medium Dense 10 to 30 Test Symbols � w ° v 00000 0 0 and gravel with sand, Dense 30 to 50 o O d 000 00000 little to no fines Very Dense >50 G =Grain Size f" Z o z LO o 0 00 02 1 M= Moisture Content Consistency SPT tblowslfoot A = Atterberg Limits o i] , C: -0 — , Silty gravel and silty Very Soft 0 to 2 C = Chemical o 0 .c c �y a ° GM gravel with sand Fine- Soft 2 to 4 DID = Dry Density v c fu ;9 o LL> a o Grained Soils Medium Stiff 4 to 8 K=Permeability f° o Stiff 8 to 15 CD W N Clayey gravel and Very Stiff 15 to 30 fn NI GC clayey gravel with sand Hard >30 o 12 Component Definitions LO CD o Well -graded sand and t Descriptive Term Size Range and Sieve Number SW sand with gravel, little Boulders Larger than 12" `o Li ; ; to no fines Cobbles 3" to 12" N Gravel 3" to No. 4 (4.75 mm) Coarse Gravel 3" to 3/4" o '• .- ,: •: Poorly -graded sand 0 cn 0 �I ,... ' - '- ;• SP and sand with gravel, Fine Gravel 3/4" to No. 4 (4.75 mm) c o v-i 2 d little to no fines Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) 0 z Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) °��' , Silty Sand and Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) 2)SM silty sand with Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) fly 0 c @ o a m � ; = gravel Silt and Clay Smaller than No. 200 (0.075 mm) fn N NI SC) Clayey sand and (3 Estimated Percentage Moisture Content clayey sand with gravel Compone_nk Percentage by Weight Dry - Absence of moisture, Trac<5 e dusty, dry to the touch Slightly Moist - Perceptible Silt, sandy silt, gravelly silt, o ML silt with sand or gravel Some 5 to <12 moisture c Moist - Damp but no visible CO T s Modifier 12 to <30 water Clay of low to medium Ncc (silty, sandy, gravelly) Very Moist - Water visible but ° : °; CL plasticity; silty, sandy, or not free draining z E %r' gravelly clay, lean Clay Very modifier 30 to <50 Wet - Visible free water, usually Nw (silty, sandy, gravelly) from below water table a = — Organic clay or silt of low Symbols N Cr M = OL plasticity Blows/6" or 2 — Sampler ampportion of 6" Cement grout o — Type / surface seal Elastic silt, clayey silt, silt 2.0" OID / Sampler Typa o o MH with micaceous or 15 Qescription Spilt Spoon c4) Bentonite seal o diatomaceous fine sand or p Sampler p 3.0" OD Split -Spoon Sampler - ;Filter with 0 y `0 silt (SPA 3.25" OD Split -Spoon Ring Sampler (4) • pack blank casing :section Clay of high plasticity, 07 00 c CH sandy or gravelly clay, fat Bulk sample 3.0" OD Thin Wall Tube Sampler = Screened casing E clay with sand or gravel (including Shelby tube) :° or Hydrotip with filter pack �- u7 Grab Sample End cap ✓ram/r fr; Organic clay or silt of 0 Portion not recovered J /'A' OH medium to high t,l Percentage by dry weight tot Depth of ground water ir�r�r plasticity (2) (SPT) Standard Penetration Test (ASTM D-158fi} 1 ATD = At time of drilling (3) SZ Static water level (date) In General Accordance with > c fn Peat, muck and other o� _ a, PT highly organic soils Standard Practice for Description (5) Combined USCS symbols used for O and Identification of Soils (ASTM D-2488) fines between 5% and 12% Classifications of soils in this report are based on visual field and/or laboratory observations, which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System. a s s o c i a t e d 1 earth sciences EXPLORATION LOG KEY FIGURE Al i n,- o! p o ra t r d LOG OF EXPLORATION PIT NO. EP-1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION ng plants Till Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) N O N Christ's Church Federal Way, WA a c� Associated Earth Sciences, Inc. project No. KE02095A Logged by: N Cq Approved by:: March 2002 (L MEENU Y LOG OF EXPLORATION PIT NO. EP-2 This fog is part of the report repared by Associated Earth Sciences, Inc. (AESi) for the named pproject and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the a time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are ❑ a simplfication of actual conditions encountered. DESCRIPTION Crushed Rock Fill 1 Weathered Till 2 Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) 3 - Till 4 Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) 5 6 - Bottom of exploration pit at depth 6 Feet 7 —� No ground water seepage. No caving. 8 9 10 -I 11 -'- 12 13 14 15 16 17 18 19 N O N Christ's Church Q Farlaral Wav WA a Associated Earth Sciences, Inc. N Project No. KE02095A o Logged Approvedd by:: MERNNU March 2002 U Y LOG OF EXPLORATION PIT NO. EP-3 This log is part of the report prepared by Assaalated Earth Sciences, Inc. (AESI) for the named project and should be read together with that repori For complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are 0 a simplfication of actual conditions encountered. DESCRIPTION Crushed Rock Fill Fill 1 Medium dense, moist, light olive -brown, nonstratified, SILTY fine to coarse SAND, little gravel, trace cobbles, trace organics. (SM) 2 3 Remnant Topsail 4 Medium dense, moist, dark brown, nonstratified, SILTY fine to coarse SAND, little organics, few fine to coarse subroun.ded gravel. {SW} _v f 5 Weathered Till Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to 6 coarse subrounded gravel, trace subrounded cobbles. (SM) 7 Till — 8 Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) 9 10 Bottom of exploration pit at depth 10 feet 11 - No ground water seepage. No caving. 12 13 14 - 15 16 17 18 19 Christ's Church Federal Way, WA Associated Earth Sciences, Inc. Logged Approvedd by:: Project No. KE02095A March 2002 LOG OF EXPLORATION PIT NO. EP-4 This Ipg is part of the report prepared by Associated Barth Sciences, Inc. {ABSl) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Crushed Rock Fill 1 Fill� �-- Medium dense, moist, light olive -brown, nonstratified, SILTY fine to coarse SAND, little gravel, trace cobbles, trace organics. (SM) 2 3 4 Remnant Topsoil Medium dense, moist, dark brown, nonstratified, SILTY fine to coarse SAND, little organics, few fine 5 to coarse subrounded gravel.(SW) Weathered Till 6 � Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to F\coarse subrounded gravel, trace subrounded cobbles. (SM) r 7 r Till Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse 8 subrounded gravel, trace subrounded cobbles. (SM) 9 - 10 - Bottom of exploration pit at depth 10 feet 11 No ground water seepage. No caving. 12 13 14 15 16 17 18 19 Christ's Church Federal Way, WA Lagged by: Associated Earth Sciences, Inc. Project No. KE02095A Approved by:: OEM March 2002 LOG OF EXPLORATION PIT NO. EP-5 1 2 - 3 4 5 6 — 7 8 9 10 - 11 12 - 13 14 15 16 17 — 18 _ 19 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Fill Medium dense, moist, light olive -brown, nonstratified, SILTY fine to coarse SAND, little gravel, trace cobbles, trace organics. (SM) Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) Bottom of exploration pit at depth 10 feet No ground water seepage. No caving. " Christ's Church fV Federal Way, WA a a Associated Earth Sciences, Inc. project No. KE02095A o Logged by: JDC Approved by: ® ® ® March 2002 a r Y LOG OF EXPLORATION PIT NO. EP-6 v This Iqg is par# of the report prepared by Associated Earth Sciences, Inc. (AESi) for the named pproject and should be t read together with that report for comAlet� interpretation. This summary applies only to the tacatiort of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. the data presented are o a simplfication of actual conditions encountered. DESCRIPTION Grass and Sod _ 1 Loose to medium dense, moist, light olive -brown, nonstratified, SILTY fine to coarse SAND, few fine to coarse subrounded gravel, trace subrounded cobbles, trace organics. (SM) 2 3 4 5 6 Weathered Till Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to 7 coarse subrounded gravel, trace subrounded cobbles. (SM) 8 Till Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse 9 f subrounded gravel, trace subrounded cobbles. (SM) 10 — - 11 Bottom of exploration pit at depth 10 feet No ground water seepage_ No caving. 12 13 14 15 16 17 18 19 2-0 - Christ's Church Federal Way, WA Logged by; JDC Associated Earth Sciences, Inc. Project No. KE02095A Approved by: March 2002 LOG OF EXPLORATION PIT NO. EP-7 This log is part of the report prepared by Associated Earth Sciences. Inc. (AESI) for the named project and should be read togelher with that repor# For complete interpretation. This summary to the location this trench the a aAplies only of at time of excavation. Subsurface conditions may change at this iocatian with the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Landscaping plants and bark chips Till 1 Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) 2 3 - 4 5 6 - Bottom of exploration pit at depth 6 feet 7 No ground water seepage. No caving. 8 9 i 10 11 - 12 13 14 - 15 16 17 -� 18 19 Christ's Church Federal Way, WA Logged by: Associated Earth Sciences, Inc. Project No. KE02095A Approved by:: March 2002 LOG OF EXPLORATION PIT NO. EP-8 This log is part of the report repared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that repogfor complete interpretation. This summary applies only to the location of this trench at the jv time of excavation. Subsurface conditions may change at th€s location wins the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Landscaping plants and topsoil Weathered Till 1 Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) 2 3 ---- 4 Bottom of exploration pit at depth 3 feet No ground water seepage. No caving. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Christ's Church Federal Way, WA Associated Earth Sciences, Inc Logged by: JDC Approved by:: Project No. KE02095A March 2002 LOG OF EXPLORATION PIT NO. EP-9 This fog is part of the report prepared by Asso6ated Earth Sciences, Inc. (AESI) for the named project and should be S C read together with that report for complete interpretation. This summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are p a simplfication of actual conditions encountered. DESCRIPTION Grass and Sod Fill 1 dense, moist, light olive -brown, nonstratified, SILTY fine to coarse SAND, little gravel, trace LMedum ies,trace or arks, trace brick fr2nments.�(SMj 2 Till Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse 3 subrounded gravel, trace subrounded cobbles. (SM) 4 Bottom of exploration pit at depth 4 feet 5 - No ground water seepage. No caving. 6 - 7 8 9 10 11 12 13 14 15 16 17 18 19 Christ's Church Federal Way, WA Associated Earth Sciences, Inc. Project No. KE02095A Approvedd by:: Logged 0 0 n * 6 March 2002 LOG OF EXPLORATION PIT NO. EP-10 t This tog is part of the report prepared by Associated Earth Sciences, Inc. (AESt) for the named pproject and should be read together wdh that report far compiete interpretation. This summary appplies only to the locaiion of this trench at the W time of excavation. Subsurface conditions may change at this Iocafton with the passage of time. The data presented are ❑ a simplfication of actual conditions encountered. DESCRIPTION Grass and Sod 1 Weathered Tilt Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) - 2 3 Till Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) 4 5 Bottom of exploration pit at depth 4 feet No ground water seepage. No caving. 6 7 8 9 - 10 - 11 12 13 14 I 15 i I 16 17 18 19 Christ's Church Federal Way, WA Associated Earth Sciences, Inc. Logged Approvedd by:: Project No. KE02095A March 2002 Exploration Log aassociated earth sciences Project Number Exploration Number Sheet _ i n r o r p o r a t e d 180458EO01 EB-1 1 1 of 1 Project Name Chdat's Church _ Ground Surface Elevation (ft) --450 Location _Federal Way. WA Datum NA\/n RR Driller/Equipment ruck - Rig Date Start/Finish 1 n/1 q/18,10/14/18— Hammer Weight/Drop 140#1 01P Hole Diameter (in) R inches L a U — CL O �, 0 > � N Blows/Foot (D a s E 25, :�E�o o T in '(D too DESCRIPTION " to 3� m L ° 10 20 30 40 Crushed Rock ---9 inches { Vashon Lodgment Till Moist, light gray and brown with minor oxidation, very silty, fine SAND, S-1 : trace gravel; unsorted; weathered (SM). 5 3_2 Moist, light brownish gray, sandy, SILT, trace gravel; unsorted (SM). 10 S-3 Moist, light brownish gray, very silty, fine SAND, trace gravel; unsorted (SM). 15 IE S-4 Moist, light brownish gray, silty, fine SAND, some gravel; unsorted; broken ,.,rock in sampler (SM). Bottom of exploration boring at 18 feet 20 No groundwater encountered. 25 30 35 5 8 11 22 n Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture D 10 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level () Grab Sample Q Shelby Tube Sample l Water Level at time of drilling (ATD) 9 Logged by: TG Approved by: JHS ass0cIated Exploration Lo earth sciences Project Number Exploration Number Sheet incorporated 180458EO01 EB-2 - 1of1 Project Name Christ's Church Ground Surface Elevation (ft) -442 Location Federal Way. WA Datum NAVD 19A Driller/Equipment ED[ / Tr ck - Rig Date Start/Finish 1OI19/1 a 1 D11911 R Hammer Weight/Drop 140# / 30'1 Hole Diameter (in) ,8 inches a a r_ .2>b �, (D Blows/Foot N Q T im 1V rn a '� 3 cc in L (% DESCRIPTION 0 t, �: 10 20 30 40 ° Crushed Rock - —6 inches Vashon Lodgment Till Moist, light brownish gray with minor to moderate oxidation, very silty, fine 1 S-1 SAND, trace gravel; unsorted (SM). 2 2 i✓ Moist, light brownish gray, very silty, fine to medium SAND, trace gravel; 1 S-2 unsorted (SM). 2 3 10 S-3 As above; some gravel (SM). Bottom of exploration boring at 13 feet No groundwater encountered. 15 Sample intervals due to elevated height of drill rig above ground. 20 25 30 35 Sampler Type (ST): 0 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture ® 3" OD Split Spoon Sampler (D & M) U Ring Sample V Water Level Q Grab Sample 0 Shelby Tube Sample 1 Water Level at time of drilling (ATD) Logged by: TG Approved by: JHS a s s o c I a t e d Geologic & Monitorin Well Construction Log earth sciences Project Number Well Number Sheet i n c o r p o r a t e° 180458EO01 EB-3W 1 of 3 Project Name Church Location Federal Way, WA Elevation (Top of Well Casing) —450 Surface Elevation (ft) —450 Water Level Elevation _ Date Start/Finish 1 f111811 A 1 nil P11 R Drilling/Equipment EDI 1 Truck - Rig _ Hole Diameter (in) 8 inches Hammer Weight/Drop 140# 1 30" > U O CD 2 a m E 00 �U) ca WELL CONSTRUCTION T DESCRIPTION Flush mount monument Crushed Rock --9 inches Locking well cap Vashon Lodgment Till Concrete seal 0 to 1.5 feet 13 Moist, light brownish gray with minor oxidation, very silty, fine to 17 medium SAND, some gravel; minor organics; weathered (SM). 16 5 50/6" Moist, light brownish gray, very silty, fine to medium SAND, some gravel; unsorted (SM). -10 3/8-inch bentonite chips and native slough 1.5 to 86 feet 50/6" As above. -15 2-inch I.D. PVC casing 0 to 90 feet 24 Moist, light brownish gray, silty, fine SAND, some gravel; unsorted 27 (SM). 50/5" -20 Drill cuttings have elevated moisture at-20 feet. 50/2" Moist to very moist, light brownish gray, silty, fine to medium SAND, some gravel; sample may not be representative of depth sampled; low recovery (SM). - 25 50/2" Moist, light brownish gray, silty, fine to medium SAND, some gravel; unsorted; broken rock in sampler (SM). - 30 TL Vashon Lodgment Till I Advance Outwash Transitional 50/6" . Moist to very moist, light brownish gray with minor oxidation, silty, fine to medium SAND, some gravel; unsorted; silt coated sand grains (SM). - 35 35 50/3" Moist to very moist, gray and light brownish gray with minor oxidation, silty to some silt, fine to medium SAND, some gravel; unsorted (SM). Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: TG W 3" OD Split Spoon Sampler (D & M) Ring Sample � Water Level () Approved by: JHS ® Grab Sample Shelby Tube Sample T Water Level at time of drilling (ATD) eas s o c i a t e d earth sciences Incorporaled _Geologic & MonitoringWell Construction Log Project Number Well Number Sheet 180458EO01 EB-3W 2of3 Project Name Christ's Church Location Federal Way,, WA_ Elevation (Top of Well Casing) —450 _ _ Surface Elevation (ft) --450 Water Level Elevation Date Start/Finish 1 w1 RI1 R M1 1�18 Drilling/Equipment EDI 1 Truck - Rig Hole Diameter (in) $ inches Hammer Weight/Drop CDJ d N L � c E ! � WELL CONSTRUCTION T 00 `� DESCRIPTION 3/8•inch bentonite chips and native slough 1.5 to 86 feet 35 Very moist, light brownish gray to gray, fine to medium SAND, some 5D14" gravel, some silt; somewhat unsorted (SP-SM). 45 2-inch I.D. PVC casing 0 to 90 feet 31 Vashon Advance Outwash 50/2" Very moist, light brownish gray, fine to medium SAND, some gravel, trace to some silt; stratification of finer sand (SP-SM). 50 30 Very moist, gray and light brownish gray, ggravelly, fine to medium 5as" SAND, some silt; faint stratification (SP-SM). 55 7 Moist to very moist, light brownish gray, gravelly, fine to medium 27 SAND, some silt; faint stratification (SP-SM). 30 — 60 50/6" -' Very moist, gray and light brownish gray, fine to medium SAND, some gravel, trace silt; faint stratification (SP). — 65 20 50/3^ Very moist, gray and light brownish gray, fine to medium SAND, some gravel, trace silt; massive; blowcounts may be overstated, rock stuck in sampler tip (SP). — 70 3/8-inch bentonite chips and native slough 1.5 to 86 feet 22 Very moist, gray and light brownish gray, gravelly, fine to medium 50/6" SAND, some silt; massive (SP-SM). N — 75 2-inch I.D. PVC casing 0 to 90 feet 0 c� ! ' Very moist, gray and light brownish gray,very sandy, GRAVEL, some 0 m 50/6^ silt; massive (GM). o Sampler Type (ST): 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: TG m W m 3" OD Split Spoon Sampler (D & M) Ring Sample Water Level Q Approved by: JHS ® Grab Sample Shelby Tube Sample 1 Water Level at time of drilling (ATD) 8 e E a = Q d Geologic & Monitoring Well Construction Log earth sciences Project Number ell umber Sheet n° o r p°' a e d 180458EO01 EB-3W 3 Of 3 Project Name Christ's Church Location Federal Way. WA Elevation (Top of Well Casing) —450 Surface Elevation (ft) —450 Water Level Elevation Date Start/Finish /jS] 1 R118-,1_[)l1 All 8 Drilling/Equipment EDI / Truck - Rig Hole Diameter (in) 8 inches Hammer Weight/Drop 140# / 30" .�.. N (D 3° U - L aE o WELL CONSTRUCTION T m DESCRIPTION 85 Colorado silica sand 86 to 100 feet 95 2-inch I.D. PVC well screen 0.010-inch slot width 90 to 100 feet 00 Screw on end cap Native slough 100 to 100.5 feet 05 10 15 Well tag # BKH 554 14 Moist to very moist, dark gray to dark brownish gray, fine to medium 40 SAND, some gravel, trace to some silt; massive (SP). 50/4" 21 As above. 50/6" 10 Moist, gray to light brownish gray, fine to medium SAND, some 50/6" gravel, trace silt; massive (SP). 50/6" Moist to very moist, gray to�ilight brownish gray, fine to medium i oi�ng'teraiiiirP�ar{ogl.t,?'88.5111�e wive (SPA Well completed at 100 feet on 10/18/18. No groundwater encountered. Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: TG m Y OD Split Spoon Sampler (D & M) Ring Sample Q Water Level () Approved by: JHS 0 Grab Sample Shelby Tube Sample 1 Water Level at time of drilling (ATD) 10C 9C 8C 7C 6C 5C 4C 3C 20 10 0 Particle Size Distribution Report r C C C _ ._' m O O O CD O 7 O ij i I i } I II I I I 1 I I 1 I 1 I I I. I 1 f SS I I I i I I 1 1 .i. II I I ` i i t I I '• I r I I I i i i � i I i i i i i � i i i I '• I i � I i I I I if I 1 II i l i jj{ 1I % +3" 0_0 IUU I % Gravel CoarseFine 6.1 17.7 I GRAIN SIZE - r % Sand Coarse ! Medium 7.7 41.0 �T TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) N (X=Fail) 1.5 100.0 1 100.0 .75 93.9 .375 87.0 #4 76.2 #8 70.0 #10 68.5 #20 55.0 #40 27.5 #60 12.6 #100 9.1 #200 7.7 #270 7.5 U-1 11.0 1 U.UU-1 % Fines Fine Silt Clay 19.8 7.7 Material Description gravelly SAND, some silt Atter..b..erg Limits (.A..,,STM. D 4318.) PL= NP LL= NV PI= NP Classification USCS (D 2487)= SP-SM AASHTO (M 145)= A-1-b Coefficients Dg0= 14.2428 D85= 8.1615 DB0= 1.0319 D50= 0.7355 D30= 0.4524 D15= 0.2832 D10= 0.1945 Cu= 5.31 Cc= 1.02 Remarks Collected by: TG Date Received: 10/25/2018 Date Tested: 10/30/2018 Tested By: BN Checked By: SS Title: (no specification provided) Location: Onsite Sample Number: EP-3W Depth: 57.5' a s s o c i a t e d Client: Christ's Church 03 e a r t h s c i e n c e s Project: Christ's Church i n c o r p o r a t e d Project No: 180458 E001 Date Sampled: 10/19/2018 ure Of w _Z LL 1--• Z w U 0Y w (L 100 90 80 7a 60 50 40 30 20 10 0 Particle Size Distribution Report C C O O O C C C C C C w O 0 n0, O f00 O R C, i I 1 1 I t 4 f I I r I j I I I i I I I s I I I 1 I I I t I I 7 1 1� r I I I I I 1 1 II { 1 r r 1 I I F I I I I I 1 1 I I I I { I I I t 1 I I I I I I I + �•- - TVV IV +3„ % Gravel %Coarse Fine 0.0 11.3 16.7 GRAIN SIZE - mm. u % Sand Coarse Medium Fine 7.3 35.7 19.7 TEST RESULTS Opening Percent Spec.' Pass? Size Finer (Percent) (X=Fail) 1.5 100.0 1 100.0 .75 88.7 .375 81.0 #4 72.0 #8 66.0 #10 64.7 #20 54.5 #40 29.0 #60 16.3 #100 12.0 #200 9.3 #270 8.9 V.V i V.vu i % Fines Silt Clay 9.3 Material Description gravelly SAND, some silt Atterberg Limits (A.S..TM,D-43.18) PL= NP LL= NV PI= Classification USCS (D 2487)= SW-SM AASHTO (M 145)= A-1-b Coefficients D90= 19.6888 D85= 16.6983 D60= 1.1144 D50= 0.7369 D30= 0.4372 D15= 0.2253 D10= 0.0962 Cu= 11.58 Cc= 1.78 Remarks Collected by: TG Date Received: 10/25/2018 Date Tested: 10/30/2018 Tested By: BN Checked By: SS Title: (no specification provided) Location: Onsite Sample Number: EP-3W Depth: 72.5' a s s o c i a t e d Client: Christ's Church e a r t h s c i e n c e s Project: Christ's Church i n c o r p o r a t e d Project No: 180458 E001 Date Sampled: 10/19/2018 Figure x w Z LL Z W U W IL 10C 9C 8C 7C 6C 5C 4C 3C 20 10 0 Particle Size Distribution Report C C O O O O O O O O O V O 1 I , I � � I• I 1 •1 I I � I 1 --------- 1 - i `1•, I � 1 I i I i I `I 1 I I i I i i I I I I I I I I I 1 I 1 i I I I I -1 UU .j U 1 U.1 U.V 1 U.UU 1 VI\/'111V �71LC - IIIIII. %+3,1 % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt 0.0 14.7 32.9 16.6 19.8 9.9 6.1 TEST RESULTS Opening Percent Spec." Pass? Size Finer (Percent) (X=Fail) 1.5 100.0 1 100.0 .75 85.3 .375 70.3 #4 52.4 #8 38.6 #10 35.8 #20 22.6 #40 16.0 #60 10.5 #100 7.7 #200 6.1 #270 5.8 Material Description very sandy GRAVEL, some silt Atte..rberg Limits.-(A.S...TM D 431$) PL= NP LL= NV PI= Classification USCS (D 2487)= GW-GM AASHTO (M 145)= A-1-a Coefficients D90= 20.7895 D85= 18.9351 1360= 6.2486 D50= 4.3109 D30= 1.4161 1315= 0.3857 D10= 0.2361 Cu= 26.47 Cc= 1.36 Remarks Collected by: TG Clay Date Received: 10/25/2018 Date Tested: 10/30/2018 Tested By: BN Checked By: SS Title: (no specification provided) Location: Onsite Sample Number: EP-3W Depth: 82.5' a s s o c i a t e d Client: Christ's Church e a r t h s c i e n c e s Project: Christ's Church i n c o r p o rate d Project No: 180458 E001 Date Sampled: 10/19/2018 Appendix B Figures B-1.................... Grad ing/Drainage and TESC Plans B-2....................Vicinity Map B-3....................Water Quality Applications Map B-4....................Water Quality Basin Map B-5....................Flow Control Applications Map B-6....................Flow Control Basin Map B-7.................... Flood Insurance Rate Map Technical Information Report [Bloom Christ's Church Addition 2180539.10 CHRIST'S CHURCH MULTI -PURPOSE BUILDING A PORTION OF THE NW 1/4 OF THE SE 1/4 OF SEC.05, TWN. 21 N., RGE. 04 E. W.M. CITY OF FEDERAL WAY, KING COUNTY, WASHINGTON. \ (.�.✓'' �` cam.:•.. + r'' ,. • - � ,. 6 � •• . '. •' ice_' �:J•:.- � ff / ,f -[ // `d. r, Fy�ri!•,i,'� / � !+Jr''��,.,..:�iti� r! -i � irk i ..! I J•' 1 DIRECTION. V / Know. what's below. Call before you dig. � vA OUL„Iq:�A':ON IAE81 N GRAPHIC SCALE 0 15 30 60 1— 30 FEET T.E.S.C. LEGEND ® ) p INLET PROTECTION _ A 1 REMOVE EXISTING UTILITY CE CONSTRUCTIONENTRANCE — — — — — - - — — — — — CL C—RIN-IROJE.T LIMITS ------------ SL .—UT LINE a 0 SF SILTFENCE D C-201 KEY NOTES: 11 / PRESERVE EXISTING UTILrFY TO REMAIN O REMOVE EXISTING CATCH BASIN, CAP AND ABANDON EXISTING PIPE EXCEPT UNDER NEW BUILDING LOCATION REMOVE PIPE OEXISTING POND TO BE TEMPORARY SEDIMENT POND, 4O REMOVE RIP RAP PRIOR TO FINAL SITE STABILIZATION OREMOVE EXISTING CONCRETE WALK 6O REMOVESHED OREMOVE EXISTING ROCKERY 9O REMOV E CONCRETE CURB AND ISLAND CITY OF FEDERAL WAY EROSION/SEDIMENTATION CONTROL NOTES: 1. APPROVAL OF THIS EROSIOWSEDIMENTATION CONTROL (ESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (LE SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES, UTILITIES, ETC,). 2. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THEAPPLICAN17CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. 3, THE BOUNDARIES OF THE CLEARING UMRS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD. NO DISTURBANCE BEYOND THE FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE APPLICANTICONTRACTOR FOR THE DURATION OF CONSTRUCTION. 4, THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED IN CONJUNCTION WITH ALL CLEARING AND GRADING ACTIVITIES. AND IN SUCH A MANNER AS TO INSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM OR VIOLATE APPLICABLE WATER STANDARDS 5, THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS DURING THE CONSTRUCTION PERIOD. THESE ESC FACILITIES SHALL BE UPGRADED (I.E. ADDITIONAL SUMPS, RELOCATION OF DITCHES AND SILT FENCES. ETC,) AS NEEDED FOR UNEXPECTED STORM EVENTS S. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT20NTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. 7. ANY AREA STRIPPED OF VEGETATION, INCLUDING ROADWAY EMBANKMENTS, WHERE NO FURTHER WORK IS ANTICIPATED OR A PERIOD OF 15 DAYS. SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC METHODS (1,E, SEEDING, MULCHING, NETTING, EROSION BLANKETS. ETC.) S. ANY AREA NEEDING ESC MEASURES, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN 15 DAYS. 9, THEESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN THE 48 HOURS FOLLOWING A STORM EVENT. 10_ AT NO TIME SHALL MORE THAN ONE FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATC H BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT -LADEN WATER INTO THE DOWNSTREAM SYSTEM. 11. STABILIZED CONSTRUCTION ENTRANCES AND WASH PADS SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT- ADDITIONAL MEASURESMAYBE REQUIRED TO INSURE THATALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. 12. WET SEASON REQUIREMENTS AS DESCRIBED IN APPENDIX D. SECTION D.52 OF THE KCS WDM ARE IN EFFECT BEGINNING OCTOBER 1 THROUGH APRIL 30 1$ AN V PERMANENT RETENTIOWDETENTION FACILITY USED ASA TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACILITY IS TO FUNCTION ULTIMATELY AS AN INFILTRATION OR DISPERSION SYSTEM, THE FACILITY SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN NO UNDERGROUND DETENTION TANKS OR VAULTS SHALL BE USED AS A TEMPORARY SETTLING BASIN 14. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROPRIATE RATE (I E ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMATELY BO POUNDS PER ACRE} IF, WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL B E APPLI ED AT A M I HIM UM THICKNESS OF TWO INCHES 16, MANAGEMENT PRACTICES PROVIDING SIGNIFICANT TREE PROTECTION SHALL BE PROVIDED PER SECTION 22-1568 (C) (5) (AG) OF FWRC. aIN s �■ TACOMA • SEATTLE • SPOKANE • TRI-CITIES 2215 North 301h Street, Suite 300, Tacoma, WA 96403 253.3832422 TEL 2533B12572 FAX w hblmm WG ProleollHle CHRIST'S CHURCH MULTI -PURPOSE BUILDING CHRIST'S CHURCH 941 SOUTH DASH POINT ROAD FEDERAL WAY, WA 98003 MAC HOOVER Project No. 2180539.10 LAND USE REVIEW OCTOBER 15, 2019 STOP N al 2LMOML1LA& R.wNu' 5.vpk Taal TESC AND DEMOLITION PLAN 2eeiL1 jA_IBL Drawn by- Checked by AJB NIL TCS Sheet No, C-200 2 of 12 Street, DATE: October 11, 21)79 FILENAME Q:\201812180539\10_CIV\CAM Lend Use Review\2180539-SH-TESC,dw9 CHRIST'S CHURCH MULTI -PURPOSE BUILDING A PORTION OF THE NW 1/4 OF THE SE 1/4 OF SEC.05, TWN. 21 N., RGE. 04 E. W.M. CITY OF FEDERAL WAY, KING COUNTY, WASHINGTON. a�fL/Y5+•� t.A i / .J � / 4Au. 1 EXISTING TREATMENT SCALE 1 %-•' -, 'i •� r -' 5%S O,ti78 3.`+I.s35.i2 �lA3• a' to NE lE 13! t_ elm l:'mnzs24 r 12' / .•\ ��� -1 •)" - YI:� TVA f � � i�•'.P/ Y L •,� , i� �J ' / �y rl 12"PVC 430.7017'(W)NEW / REPLACE STRUCTURE WITH TYPE 2 54" / x w 9TD0 W•4�9FF F0 IP 5w iE-s34. i1 12' C. ? N'8 !E.-a31.6.3 ',' . �' ,�• z :PFs. r-47.315 ..7; ./•�•�„Y � f �. ..•► II �_ I it '� ..:� i •l'►��r �;� r' j a � y'L4E J / Si:.r! 95:7: ":k•as879� �� � 1 I �• L`.'� S?-43401 •a yy,_�• 1`SOU = AV A6J ? N 53. i S!:tA.,1.39 J,J... .: -,p '. s. _;.-- s';: ic�r _�e 1j ooyy JJ Z / ,l a•:,, _.t rws35.5, w� -���I 1 BUILDING'A' -ins J r. cpP ulE _ asv c: ! f °f FF=439.79 .40 s.1 �' / If x f m_".'.:.:. a<. /l, TW:439.1 f &,RIM: •G -� - 0 DOOR 440.21 .>rn>rrrr rrr. •`FG 4381B TOPA3411 CB TYPEi TYPE 1 TW:437.7 BOTA31.4 A(M; 44O,7432.79 BWA37.7 STAIRS IE: 438,211Y}429.4212" NE • 4 1 `/ 7 ( ) �,TCP 477.0 IE^ 392 12',{SY / J I IE: 429.4212" (8) - s ' T'; / r BUILDING 'Br ....., BOT'431.0 +-. E=4:6 S-3 TW:437.0 ' w c4 FF=436.24 BW:437.0 ; DciaA.431s.25 cogs 440.21' rw src9 „ o." 4Aar� PROPOSED / wo, s-;i•: MULTIPURPOSE / I 'rv:44os' ( BUILDING w4aa31 FF=443.25 rL 4 ^ 4Y /. ] p Lf rI•p • g8y : v.. r; .a:+ BW:440.5 - y COOP 431.25 DODR:443.i5 _ 'i V FL. 44, So 26 LF 12';� 7.01%.: OOOR 445.25 3. �T{!lks DOOR 443.25 ea 44,.1 �FG.'47i31 8TA1RS 43T BOT:439.T.-- DDpii A2918 }aP.441.3 F 442 / 1 �, - FG 438.10 Tyy.4432 BiN'F'420.1 �. l : �! FC3. 437.45a24.E I r aY µ +/ I 1 • AP4 FEUM WAY•y�, I I 1- PUBLIC SCHOOL 4 I 1 •F FL'442.31 I�' '• 1 . 7 FL 4a'.29 1 • 442 442 O CB TYPE1 '-- O RIM: 441 01 IE: 438 9012" (m LF 1 � D Sass 1 I , 2 11 I. . •FL 442134 , k, ,1 L _.23 LF 17'4B 2.817} j' r •4 BYy.4411 APN 0521049142 AlN St APN 5153900120 APN 5153900110 r RECIT2 FL;43Q53 MALE CS FS KESLER CRENC i 1 �/- UNDERGROUND INJECRIONWELL FL: 436.69 CB TYPE 1 01 RIM: 43B.32 Ce v3 4 RIM:"(SW)433.7T E: 430.5212"(SW) �'•f., IE: 427.90 12" (N) 4� I f P SY ND FILTER VAULT IE: 4322612"( ) IE: 4322612"X-I CB TYPE RI M:.119 e r� IE: 427.901Y (E) W/ 525 SOFT. OF SAND MEDIA IE 437 5$ 12" (N) C-401 72' 0'r'P NE Lw1 9.e5 RIM: 435.1 IE 437,5512'(W) 12' C-..NG SY: iL-Lr, db IE: 432,0212" (E) IE: 438 71 12" (E) IE: 429.0212" (W) Know, whars below, Call before you dig. _FL 4aL I r 'I I FL 4432 12.1 # I I ` APN 51PROPERTY 53900080 1 13O BRRONER LP B a4 D CB TYPE 1 C-001 RIM:44225 IE: 439.00 17' (W) N 0 GRAPHIC SCALE 0 15 30 0 1" = 30 FEET GRADING LEGEND O O O RIPRAP PROTECTION O O O 7 0 0 0 0 0 C - - - - - - - - - - - SAWCUT LINE KEY NOTES O ROCK PROTECTION, SEE DETAIL O MATCH EXISTING GRADE AT SAWCUT LINE O ROOF DRAIN, SEE NOTE BELOW O PROVIDE POSITIVE DRAINAGE AWAY FROM BUILDING ROOF DRAIN NOTES THE ROOF DRAIN LAYOUT SHOWN IS AN ESTIMATE ON THE OPTIMAL LAYOUT, THE CONTRACTOR SHALL VERIFY THE ROUTE IN THE FIELD. THE ROOF DRAINS SHALL BE TIGHTLINED TO 4' PVC DRAIN PIPE WITH A MINIMUM SLOPE OF 2% EARTHWORK QUANTITIES CUT = 3.900 CUBIC YARDS FILL = 530 CUBIC YARDS NET = 3,450 CUBIC YARDS (EXPORT) NOTES: 1. THE ABOVE QUANTITIES ARE ESTIMATES ONLY INTENDED FOR THE PERMITTING PROCESS. DO NOT USE FOR BID PURPOSES THE QUANTITIES DO NOT HAVE STRIPPING, COMPACTION. OR CUT OR FILL ADJUSTMENT FACTORS APPLIED TO THEM, NOR DO THEY ACCOUNT FOR PAVEMENT, SIDEWALK OR BUILDING SECTIONS_ RETAINING WALL NOTE RETAINING WALLS OVER 4' IN HEIGHT SHALL BE DESIGNED BY OTHERS AND CONSTRUCTED UNDER ASEPARATE BUILDING PERMIT. m 0 TACOMA • SEATTLE - SPOKANE - TRI-CITIES 2215 North 301h Street, Suite 300, Tacoma, WA 98403 253383-24221TL 253.3a32572 Fax m ahblcom w Pro i0G1 Tllw CHRIST'S CHURCH MULTI -PURPOSE BUILDING Coom, CHRIST'S CHURCH 941 SOUTH DASH POINT ROAD FEDERAL WAY, WA 98003 MAC HOOVER Proieel No. 2180539.10 Is— a41_i_Date_ LAND USE REVIEW OCTOBER 15, 2019 C$ �+ 0 �r'IaT� fgy4L AtiV Nona sm-M.M R003: e3 Sheo 7[,w GRADING AND STORM DRAINAGE PLAN DPTo .o4 t; Drern by, Checked bv: AJB ML TCS Sneel No. C-400 5 of 12 Sheets DATE October 11, 2019 FILENAME: 0:1201612180539\10_CIV\CAD7_Land Use R4VIew\2180539-SHGRAO-STRM.dwg oclow m e- a �9 .. - tMffia Ln=h cednral Way RUM 1 lC MAIIO 9 a01P A +anloa o g s Y q _ 0 n 30111M 51 )NO . VICINITY MAP NOT TO SCALE 1200 6th Avenue, Suite 1620, Seattle, WA 98101 206.267.2425 TEL 206.267.2429. FAX Clever Rebel Tanoo A & Social Club Shell SgCetRMW park v n n z �f II a a 301ntl 4 V) x 53031E 3 Kleen Kulz Q a 5 3041h St S 272nd ST [DesMoines �� f PROJECT SITE /E.b 51 r� , Y 6' n 'ST r r ILL - tyer 77N , O � / � 1 i',• f r rA 4 f/ Q '0 5 312th ST" f— — f r�� t t � .J� r f; � • f ,y'f f� yr� T{ f S 3201h ST •,,�ti ff f r�� r � � �/r �{��,! { LI] / f f �r�� r'r� � f r , / r�� � f {_= �%�� �i•. \� r ff t 7�� r a �/ i y/ / r 2 i✓ f �i.� s,��f+LLr E fff NO ir�5.6 ,[iCl tf rt_ f' � i_f/�/.rf {� i� o;� A RrySHORE PK4v ~tip r J r3a'r" '�� 1 � / i' r' {, SW 336th S7 Tacoma.Q;ree.k,,'s-33Bih sT r t / / r` �1t /�Ca'SI• r i � ' ` / / f'f 1 f rrf + /•./, t �!. l % ' ' j Ile, •/ r- r f f f '' X NX 126206.0485t ft s 3413tf3 si vd / / rc• i / r 33rd ST NE SW 356th STr ✓tu �✓ T, f /r% / ` �•! W \\users\e d ke\swm\watq u a I. mxd T Wy. U- _. TMlll; ' Creek Basir pacific City of Federal Way Water Quality Applications Map Legend Drainage Basin Boundary Streams li _,-__ City Limits Water Quality Treatment Area Types Enhanced Basic Water Quality Treatment Menu Required* - Sensitive Lake Identified Sphagnum Bog Wetlands * High density single family, multi -family, commercial, and industrial uses, as well as most roads, are subject to Enhanced Basic Water Quality Treatment Requirements. Map Date: November 2013 SWIM Division City of Federal Way 33325 8th Ave S. Federal Way, WA. 98003 (253) 835 - 2700 www. cityoffede ralway.com aScale: N 0 0.25 0.5 1 Mile U7Y OF " Federal Way This map is intended for use as a graphical representation only. The City of Federal Way makes no warranty as to its accuracy. W2 GRAPHIC SCALE 0 25 50 100 1" = 50 FEET i NORrySHORE PKW" Tacoma 33rd ST NE R:\erike\swm\FlowControl\flowcontrol.mxd PROJECT SITE IT [u SW 320th ST- ` r w 336th ST . w r9 S.34M&h. 10 J Milton S 272nd ST �r Des Moines t: ca e S 288th ST 'yin �-4 2th sT W t }r Auburr: x U — M WY 18 Creek Basin 0�. t 1 ' Ll P1110IfiC �I I• _ City of Federal Way Flow Control Applications Map Legend +N Drainage Basin Boundary Streams City Limits Lakes and Wetlands Flow Control Basic Flow Control Areas Conservation Flow Control Areas Flood Problem Flow Control Areas Major Receiving Waters 1. Puget Sound Map Date: February, 2010 SWM Division City of Federal Way 33325 8th Ave S PO Box 9718 Federal Way, WA 98063 (253) 835-2700 www.cityoffederalway.com Scale: " 0 0.25 0.5 1 Mile -� {Federal Way This map is intended for use as a graphical representation only. The City of Federal Way makes no warranty as to its accuracy. 001 / GRAPHIC SCALE y� 0 25 50 100 / ��••,, \ �� \ 1" = 50 FEET INf \ OW CONTROL BASIN 1 i Civil Engineers _ Structural Engineers — -- — - CommalyPlariteats CHRIST'S CHURCH ADDITION Q ®Q D Land u rvePlanners ■ ■ Land Surveyors Neighbors g S N 1 T A C O M A S E A T T LE FLOW CONTROL BASIN MAP 2215 North 30th Street, Suite 300, Tacoma, WA 96403 253.383.2422 TEL 316 Occidental Avenue South, Suite 320, Seattle, WA 98104 206.267.2425 TEL El iUie�i -i�iiNii :4•l+, I � MIy 4 , •' I ■7]'G CARS .'.' w — — 'THI% AMIA Is SHOWN ON ASAP Nt"ABER .$5039C1225 11(r11 I4 ��11}L J 1 { _ THig ARIA a SHOWN ON MAP NUMBER 520JJC1242 ' •� -� �. � � Il I .I r •1 � t rr lY� [f wYi711 w•r isr .t N�f M *n -- - - - U39WL MA WSW MM�A FIRM I,au+ I+aalFFlcr an N7F 'AAti1!!i1,1 �'M .5N17 :.'d[71YA'F1lti ITAI .iktii� rll i1119n i1! I?5[ F Y71' {IlISi3 d5 •Rr K I!A Appendix C Exhibits C-1....................Downstream Analysis C-2....................Detention Pond / Large Sand Filter WWHM Reports C-3....................Detention Vault WWHM Report C-4 ....................Storm Filter Vault WWHM/GULD Report Technical Information Report IBMGM Christ's Church Addition 2180539.10 EX. BIO SWALE fr I� 12" 0 CONCRETE PIPE. (TYP) � I t SITE EX. POND r I I DISCHARGE LOCATION y an •,k In "i V-1" 12" O CONCRETE PIPE. (TYP) � 1'r 7 l f 40 vow �� 71w� ki \ 12" O CONCRETE PIPE. (TYP) IL t COLD CREEK COLD CREEK AIHIBIL r WWHM2012 PROJECT REPORT General Model Information Project Name: Basin 1 WQ Sizing Site Name: Site Address: City: Report Date: 10/11/2019 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2018/10/10 Version: 4.2.16 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year Basin 1 WQ Sizing 10/11/2019 11:01:04 AM Page 2 Landuse Basin Data Predeveloped Land Use FC Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Flat 1.623 Pervious Total 1.623 Impervious Land Use acre Impervious Total 0 Basin Total 1.623 Element Flows To: Surface Interflow Groundwater Basin 1 WQ Sizing 10/11/2019 11:01:04 AM Page 3 Mitigated Land Use Whole Site WQ Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre PARKING FLAT 0.59 Impervious Total 0.59 Basin Total 0.59 Element Flows To: Surface . Sand Filter 1 Interflow Groundwater Sand Filter 1 Basin 1 WQ Sizing 10/11/2019 11:01:04 AM Page 4 Routing Elements Predeveloped Routing Basin 1 WQ Sizing 10/11/2019 11:01:04 AM Page 5 Mitigated Routing Sand Filter 1 Bottom Length: 20.00 ft. Bottom Width: 20.00 ft. Depth: 3.5 ft. Side slope 1: 2 To 1 Side slope 2: 2 To 1 Side slope 3: 2 To 1 Side slope 4: 2 To 1 Filtration On Hydraulic conductivity: 1 Depth of filter medium: 1.5 Total Volume Infiltrated (ac-ft.): Total Volume Through Riser (ac-ft.): Total Volume Through Facility (ac-ft.) Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Discharge Structure Riser Height: 2.5 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 88.413 4.3 92.713 95.36 0 0 Sand Filter Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.009 0.000 0.000 0.000 0.0389 0.009 0.000 0.000 0.009 0.0778 0.009 0.000 0.000 0.009 0.1167 0.009 0.001 0.000 0.010 0.1556 0.009 0.001 0.000 0.010 0.1944 0.009 0.001 0.000 0.010 0.2333 0.010 0.002 0.000 0.010 0.2722 0.010 0.002 0:000 0.010 0.3111 0.010 0.003 0.000 0.011 0.3500 0.010 0.003 0.000 0.011 0.3889 0.010 0.003 0.000 0.011 0.4278 0.010 0.004 0.000 0.011 0.4667 0.011 0.004 0.000 0.012 0.5056 0.011 0.005 0.000 0.012 0.5444 0.011 0.005 0.000 0.012 0.5833 0.011 0.006 0.000 0.012 0.6222 0.011 0.006 0.000 0.013 0.6611 0.011 0.006 0.000 0.013 0.7000 0.011 0.007 0.000 0.013 0.7389 0.012 0.007 0.000 0.013 0.7778 0.012 0.008 0.000 0.014 0.8167 0.012 0.008 0.000 0.014 0.8556 0.012 0.009 0.000 0.014 0.8944 0.012 0.009 0.000 0.014 0.9333 0.012 0.010 0.000 0.015 0.9722 0.013 0.010 0.000 0.015 1.0111 0.013 0.011 0.000 0.015 1.0500 0.013 0.011 0.000 0.015 Basin 1 WQ Sizing 10/11/2019 11:01:04 AM Page 6 a s s o c i a t e d earth sciences i n c o r p o r a t e d November 28, 2018 Project No. 180458EO01 Christ's Church 941 South Dash Point Road Federal Way, Washington 98003 Attention: Mac Hoover Subject: Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Christ's Church Multi -Purpose Building 941 South Dash Point Road Federal Way, Washington Dear Mr. Hoover: We are pleased to present the enclosed copies of the above -referenced report. This report summarizes the results of our subsurface exploration, geologic hazard, and geotechnical engineering studies, and offers preliminary recommendations for the design and development of the proposed project. We are familiar with the project through discussions with AHBL (civil engineer), our previous study of the site completed in 2002, and on our general knowledge of subsurface conditions in the site vicinity. Our recommendations are preliminary since project plans and construction methods were not available at the time this report was written. We should be allowed to review the recommendations presented in this report and modify them, if needed, once final project plans have been formulated. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should have any questions or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington 2P Stephen A. Siebert, P.E. Associate Geotechnical Engineer SAS/ms-180458E001-2 - Projects\20180458\KE\WP Kirkland Office 1911 Fifth Avenue I Kirkland, WA 98033 P 1425.827.7701 F 1425.827.5424 Everett Office 12911 % Hewitt Avenue, Suite 2 1 Everett, WA 98201 P 1425.259.0522 F 1425.827.5424 Tacoma Office 1 1552 Commerce Street, Suite 102 1 Tacoma, WA 98402 P 1253.722.2992 F 1253.722.2993 www.aesgeo.com a s s o c i a t e d e a r t h s c i e n c e s i n c o r p o r a t e d Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report CHRIST'S CHURCH MULTI -PURPOSE BUILDING Federal Way, Washington Prepared For: CHRIST'S CHURCH Project No. 180458E001 November 28, 2018 Appendix A Exhibits A-1........... ........ .Geotechnical Report Technical Information Report OHIO Christ's Church Addition 2180539.10 10.0 Operations and Maintenance Plan Below is a brief description of the facilities to be included in the Operation and Maintenance Manual. Detention Pond: The combined detention pond and large sand filter system is used to provide flow control to the developed project site. Runoff is stored in the detention volume provided in this facility, while discharging at a metered rate through a control structure, CB #6. Control Structure/Flow Restrictor: CB #6 is the proposed overflow structure for the new combination detention pond and large sand filter. Catch Basins and Manholes: Catch basins are part of the proposed conveyance system. Unless the catch basin is equipped with a solid cover, stormwater will flow into the catch basin through a grate lid. Some catch basins are used as control structures. Conveyance Pipes and Ditches: Pipes are used to convey stormwater to the proposed combination detention pond and large sand filter. Pipes connecting stormwater structures are sloped so that water flows to the desired destination. Fencing: Fencing is proposed around the new combination detention pond and large sand filter to restrict access into the stormwater facility. Access Road: Access roads are proposed to the bottom of the combined detention pond and large sand filter, and to the proposed control structure (CB #6), with a minimum width of 12 feet. Large Sand Filter: The combined stormwater facility features a large sand filter. The facility provides stormwater treatment for the new pollution generating surfaces generated from the proposed development. As stormwater passes through the sand, pollutants are trapped in the small spaces between the sand grains. A detailed Operations and Maintenance Manual will be provided at a later time. 11.0 Conclusion This analysis is based on data and records either supplied to or obtained by AHBL. These documents are referenced within the text of the analysis. The analysis has been prepared using procedures and practices within the standard accepted practices of the industry. AHBL, Inc. Adam Barnett, PE Project Engineer AJB/Isk November 2018 Revised October 2019 Revised February 2020 Q:\2018\2180539\WORDPROC\Reports\20200212 Rpt (TIR) 2180539.10.docx Technical Information Report Q Christ's Church Addition 11 2180539.10 (D E) 0 The following measures will be used to control erosion/sedimentation processes, as outlined in Section 1.2.5 of the KCSWDM: Clearing limits: Prior to beginning land disturbing activities, clearing limits must be marked. Clearing limits are shown on the Land Use drawings submitted for this project. 2. Covering Measures: Because source control is the most important form of erosion control, construction practices must adhere to stringent cover requirements. Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. Perimeter Protection: Perimeter protection to filter sediment from sheet wash shall be located downslope of all disturbed areas and shall be installed prior to upslope grading. 4. Traffic Area Stabilization: A stabilized construction entrance shall be installed as the first step of clearing and grading. Sediment removal by washing alone will not be allowed. 5. Sediment Retention: All proposed storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. 6. Surface Water Collection: Surface water is expected to be minimal. 7. Dewatering Control: Dewatering during construction is not anticipated. 8. Dust Control: Dust control shall be implemented when exposed soils are dry to the point that wind transport is possible and roadways, drainage ways, or surface waters are likely to be impacted. 9 Flow Control: Surface water from disturbed areas shall follow the natural drainage path of the site. Construction stormwater flows are expected to be low and disturbed areas must be stabilized per the KCSWDM to avoid sediment —laden runoff from leaving the project site. 10. Control Pollutants: Stormwater pollution prevention measures are required to prevent, reduce, or eliminate the discharge of pollutants to onsite or adjacent stormwater systems or watercourses for construction -related activities. Refer to Section 5.0 of the CSWPPP for this project, submitted under a separate cover. 11. Protection measures shall be applied/installed and maintained to prevent adverse impacts to areas of proposed flow control BMPs within the project site. No known existing flow control BMPs are located on the project site. 12. Protection measures shall be maintained to assure continued performance of their intended function and protect other disturbed areas of the project. No known existing flow control BMPs are located on the project site. A more detailed narrative on the proposed ESC measures will be included in the CSWPPP that is to be prepared under a separate cover and submitted at a later date. 9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant Bond quantities, facility summaries, and a declaration of covenant will be provided at a later time. Technical Information Report [Bloom Christ's Church Addition 10 2180539.10 Manning Formula Uniform Pipe Flow at Given Slope and Depth Inputs: Pipe Diameter, do 0.833 ft Manning Roughness, n ? ^� 0.011 Pressure slope (possibly equal to pipe slope), So _ _ 0.005 rise/run Percent of (or ratio to) full depth (100% or 1 if flowing full) 0.800 fraction Results: Flow, Q 1.793 ft^3/s Velocity, v 3.835 ft/s Velocity head, by Flow Area, A 0.229 ft 0.467 1.845 0.253 ft"2/s Tft 1 ft Wetted Perimeter, P Hydraulic Radius ]z A 2/3 1/2 Q= VA V n P S 6.0 Geotechnical Report Associated Earth Sciences, Inc. (AESI) provided a Geotechnical Report (dated November 28, 2018) outlining their field investigation (refer to Appendix A-1). This report deems onsite conditions not suitable for shallow infiltration, but suitable for UIC wells. 7.0 Other Permits Other permits required for the project include, but are not limited to, building permits and a DOE Construction Stormwater General Permit. 8.0 CSWPPP Analysis and Design A complete Construction Stormwater Pollution Prevention Plan (CSWPPP) will be prepared under a separate cover at a later date. The CSWPPP will meet all requirements for the National Pollutant Discharge Elimination System (NPDES) Stormwater Construction Permit issued by DOE. The proposed redevelopment will comply with guidelines set forth in the 2016 KCSWDM, as amended by City of Federal Way. The plan shall include erosion/sedimentation control features designed to prevent sediment -laden runoff from leaving the site or from adversely affecting critical water resources during construction. The erosion potential of the site is influenced by four major factors: soil characteristics, vegetative cover, topography, and climate. Erosion/sedimentation control is achieved by a combination of structural measures, cover measures, and construction practices that are tailored to fit the specific site. Technical Information Report 101BM0 Christ's Church Addition 9 2180539.10 5.0 The large sand filters will be constructed with medium grain sand that meets the specifications in the table below: Table 4: Sand Specification Sieve No. Percent Passing 4 95-100 8 70-100 16 40-90 30 25-75 50 2-25 100 <4 200 <2 Source: KCSWDM. The existing parking lot will receive a stormwater treatment upgrade to bring the entire site up to compliance with the Enhance Basic Water Quality Standards. To meet these standards, the existing treatment swale will be used and a DOE GULD approved storm filter vault will be added downstream to provide a two -facility treatment train. The following areas were used to size the storm filter system and the detailed mapping of this area can be found in Appendix B. Basin ID f Land Use Cover Slope Acres Hydrologic Soil Group Basin 2 Parking Flat 0.472 C Total I 0.472 WWHM 2012 was used to determine the On -Line Water quality BMP flow rate of 0.0766 cfs. Using the DOE GULD water quality design flow rate of 7.5 gpm, it was determined that a vault with a minimum of five cartridges would be required. The WWHM report and loading calculations can be found in Appendix C. Conveyance System Analysis and Design Based on the 2016 KCSWDM, as adopted by City of Federal Way, per the Addendum to the King County Surface Water Design Manual (Addendum), Section 1.2.4.1, pipe systems must be designed to convey and contain at least the peak runoff rate of the 25-year design storm and the 100-year storm event, and not create or aggravate a severe flooding or erosion problem. The onsite conveyance system consists of new storm and roof drain lines. All proposed pipes have been sized to adequately convey anticipated flows for the site. Manning's Equation was used to verify pipe capacities and flow rates for the 25-year and 100-year events. Based on the calculation shown below, 10-inch pipe at a minimum slope of 0.5 percent is adequate for passing the 25-year (0.8747 cfs) and 100-year (1.0635 cfs) flows. Technical Information Report 1310130 Christ's Church Addition 8 2180539.10 If during the final design phase it is determined that a UIC well is not feasible, a concrete detention vault may be used instead that will have a tight -lined connection to the subsurface drainage system located along Dash Point Way. Stormwater calculations were performed in Western Washington Hydrology Model (WWHM) 2012 to show feasibility of the detention vault. These calculations can be found in Appendix C. 4.2.2 Water Quality As mentioned in Section 2.1.8, the project site is located within an Enhanced Basic Water Quality Treatment Area; therefore, this project is only subject to the Enhanced Basic Water Quality Menu per Section 1.2.8, Core Requirement 8, Water Quality, of the KCSWDM. As a condition of development, this menu will be applied to all new and existing pollution generating surfaces to mitigate the environmental impacts of the past and new development occurring on the project site. The existing HMA parking lot is treated by an existing treatment swale that was installed in 2007. The treatment swale will be used as part of a treatment train. The treatment train will be completed by adding a DOE General Use Level Designation (GULD) approved storm filter vault after the treatment swale before discharging water into one of the two possible flow control devices. Onsite flows will be treated to the specifications provided by the Enhanced Basic Water Quality standards in Section 6.1.1 of the KCSWDM, using large sand filters and a treatment train for the existing parking lot. Water Quality calculations can be found in the following basin description. 4.3 Developed Site Hydrology The project proposes to construct a large sand filter, storm filter vault, and UIC well (or detention vault) to provide both quality and quantity control to all runoff generated on the proposed site improvements and existing parking lot. Because of the depth to the infiltrating soil layer, shallow infiltration is not feasible, and therefore the site was modeled in the forested condition with Class C soils. Refer to Appendix A-1 for more soil details. UIC wells will be used to infiltrate all stormwater runoff and will be designed at a later date by AESI. A large sand filter vault will be used to provide quality control to the proposed parking lot. This sand filter was sized with WWHM 2012 and will be sized to 95 percent of the water quality volume. The sand filter will treat all new and replaced pollution generating impervious surfaces. The following areas were used in the developed modeling: Table 3: Developed Basin (New and Replaced PGIS) Basin ID Land Use Cover Slope Acres Hydrologic Soil Group Basin 1 Parking Flat 0.59 C Total 0.59 The proposed developed site, including grading and drainage amenities, can be viewed in Appendix B-1. Technical Information Report 131MOM Christ's Church Addition 7 2180539.10 4.0 Flow Control and Water Quality Facility Analysis and Design 4.1 Existing Site Hydrology The existing site is composed of two drainage basins. The northern basin experiences fully developed conditions and consists of buildings, concrete walks, and paved parking areas. Runoff flows into an existing onsite conveyance system, which discharges to a grass -lined treatment swale. The swale then discharges to the conveyance system under the east side of Dash Point Road. The south basin contains three structures, concrete walks, and graveled parking areas. With the exception of one building, runoff flows over land to the west onto Dash Point Road, where it enters the conveyance system under the street. The roof runoff from structures is tight - lined to a small pond that also discharges to the conveyance system under Dash Point Road. The overflow of the existing detention pond will be used as an overflow for the proposed UIC well/detention vault. The discharge of Basin 1 will be decommissioned and all runoff will be routed to the UIC well/detention vault to mitigate all stormwater runoff onsite. Refer to Section 3.0 for a downstream analysis. Table 1: Pre -Developed Basin Basin ID Land Use Cover Slope Acres Hydrologic Soil Group P 1 Forest Flat 1.40 C Total 1 1 1.40 4.2 Performance Standards 4.2.1 Flow Control Per the Flow Control Applications Map (Appendix B-5), the project site is located in a Conservation Flow Control Area. Flow control will be provided for the entire site (existing and proposed) via a UIC well or a concrete detention vault. The UIC well will be designed and modeled by Associated Earth Sciences, Inc. (AESI). AESI performed an exploratory deep boring and found the site to be a good candidate for a UIC well. The exact quantity of wells will be determined in the field, based on in -situ soil conditions. However, it is believed that one to three wells will be required. Further information on the site being suitable for UIC wells can be found in the Geotechnical Report provided in Appendix A-1. These wells will infiltrate all runoff from the site (proposed and existing) and will account for the following measured areas: Table 2: Developed Basin (New, Replaced, and Existing Surfaces) Basin ID Land Use Cover Slope Acres Hydrologic Soil Grou _ Landscape Flat 1.17 C Roof Flat 1.04 C Parking Flat 1.08 C Sidewalk Flat 0.23 C Total 3.52 A UIC well will also require review and approval by the Department of Ecology (DOE). Technical Information Report 1MC1133 Christ's Church Addition 6 2180539.10 3.0 Offsite Analysis The Christ's Church Addition project is required to provide a Level 1 Downstream Analysis per Section 2.1.3 of the 2016 KCSWDM. Downstream analysis is only required for runoff discharged to the existing conveyance system located in the property's frontage along Dash Point Road. 3.1 Task 1 — Study Area Definition and Map Runoff generated from the proposed site improvements shall eventually discharge to a proposed detention facility. Refer to Section 4.0 for a discussion on how water quality and flow control requirements shall be met. Overflow from the facility shall discharge to the existing conveyance system located along the site's Dash Point Road frontage. The system is in the west side of the road. Once flows enter the conveyance system, runoff flows south through 18-inch corrugated metal pipe for approximately 0.35 mile, past the intersection of South 301 st Street and Dash Point Road, before discharging into Cold Creek. Refer to the Downstream Analysis Map (Appendix C-1) for a representation of the project site's downstream flow path. 3.2 Task 2 — Resource Review The project site and offsite flow path are located within the Lower Puget Sound Basin. Refer to Appendices B-3 and B-5. Per Appendix B-7, the entire downstream study is located in Zone X, which are "areas determined to be outside the 500-year floodplain." No known sensitive areas or erosion concerns are located in the downstream study area. A topographic survey was performed by AHBL on September 20, 2018. A field inspection (described below in Section 3.3) was done to verify the site survey information and to determine the downstream flow path of the project site. GIS mapping and as -built files provided by the City of Federal Way Public Works Department were used, along with the field inspection, to finish the downstream analysis. The GIS files can be seen in Appendix C-1. 3.3 Task 3 — Field Inspection A field inspection of the Christ's Church project site was performed on the afternoon of Friday, September 28, 2018. The inspection confirmed the location of onsite facilities and their outfall locations. During the inspection, the offsite conveyance system was followed to its discharge point 0.35 mile downstream into Cold Creek. GIS and as -built information were used to confirm the offsite conveyance system size and location. Site photos can be viewed in Appendix C-1. 3.4 Task 4 — Drainage System Description and Problem Descriptions While under Dash Point Road, runoff flows south through 12-inch concrete pipes. The pipe run tees at the intersection of South 301 st Street and Dash Point Road. After the intersection, runoff continues to flow south through 12-inch concrete pipes until it discharges into Cold Creek, which is tributary to Puget Sound. At the time of the field inspection, the pipes appeared to be free of sediment. The City should continue to maintain the conveyance system to prevent future sediment accrual, which may result in structure overtopping during high flow events. After conducting this analysis, our opinion is that the proposed improvements will not cause adverse impacts on the downstream conveyance system or environment. Technical Information Report [Blame Christ's Church Addition 5 2180539.10 2.2 Special Requirements 2.2.1 SR-1 Other Adopted Area Specific Requirements To our knowledge, no adopted area -specific requirements are applicable to the project site. 2.2.2 SR-2 Floodplain/Floodway Delineation Flood Insurance Rate Map No. 53033C1235 was consulted for this project and did not show any floodplains on the project site (see Appendix B-7). 2.2.3 SR-3 Flood Protection Facilities The project does not contain, will not construct, and is not adjacent to any existing flood protection facilities. As stated in Section 2.2.2, the project site does not include any flood plains. 2.2.4 SR-4 Source Controls The proposed project consists of a multipurpose building, parking lot, and associated pedestrian access; therefore, it does fit the definition of a commercial, industrial, or multifamily site for source control purposes. Following are the proposed measures to be implemented as part of the civil plans: • All discharge to the city sewer system (storm and sanitary sewers) requires City of Federal Way approval. ■ All pollutants, including waste materials and demolition debris created onsite during construction, shall be handled and disposed of in a manner that does not cause contamination of surface water. • Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and non -inert wastes present onsite (see Chapter 173- 304 WAC for the definition of waste). • Maintenance and repair of heavy equipment and vehicles, which may result in discharge or spillage of pollutants to the ground or into surface water runoff, must be conducted using spill prevention measures such as drip pans. • Concrete Handling (BMP C151) and Sawcutting and Surface Pollution Prevention (BMP C152) shall be- used to prevent or treat contamination of surface water runoff by pH modifying sources. A CSWPPP shall be submitted with final engineering and shall provide details on the control of pollution during construction. 2.2.5 SR-5 Oil Control The project does not fit the definition of a high -use site; therefore, it is not subject to oil control requirements. 2.3 Notice and Decisions All land use decisions will be adhered to pending final engineering approval. Technical Information Report 1310130 Christ's Church Addition 4 2180539.10 2.1.2 CR-2 Offsite Analysis Offsite analysis is required for runoff discharging from the existing facilities because flow rates, volumes, and durations may be affected as part of the project improvements. Refer to Section 3.0 for the Level 1 Downstream Analysis performed for the site. 2.1.3 CR-3 Flow Control This project is located in a Conservation Flow Control area (see Appendix B-5). The site will meet Level 2 Flow Control standards by infiltrating stormwater runoff of all hard surfaces onsite (existing and proposed) via a UIC well. The proposed injection well system is further discussed in Section 4.0, Flow Control and Water Quality Facility Analysis and Design. 2.1.4 CR-4 Conveyance System The proposed conveyance system for this project includes a closed pipe system for general conveyance, which may use a portion of the existing conveyance system. Refer to Section 5.0 for more information on the proposed conveyance system. 2.1.5 CR-5 Erosion and Sediment Control An Erosion and Sediment Control (ESC) Plan and detailed Construction Stormwater Pollution Prevention Plan (CSWPPP) will be provided at a later time. Elements of the ESC Plan are outlined in Section 8.0. 2.1.6 CR-6 Maintenance and Operations The onsite drainage facilities will be maintained by Christ's Church. A detailed Operations and Maintenance Plan will be provided at a later time. 2.1.7 CR-7 Financial Guarantees and Liability All financial guarantee and liability requirements will be provided at a later time. 2.1.8 CR-8 Water Quality The project is located within an Enhanced Basic Water Quality Treatment Area (see Appendix B-3). This treatment menu is intended to provide a cost effective level of treatment. This menu's goal is to reduce total zinc by 50 percent. Large sand filters are proposed for Water Quality Basin 1. The existing water quality basin will receive a storm filter vault that will bring the existing parking lot up to enhanced basic water quality standards. Design of the treatment facilities is further discussed in Section 4.0. 2.1.9 CR-9 Flow Control BMPs All proposed projects, including redevelopment projects, must provide onsite flow control Best Management Practices (BMPs) to mitigate the impacts of storm and surface water runoff generated by new impervious surfaces, new pervious surfaces, existing impervious surfaces, and replaced impervious surfaces targeted for mitigation, as specified in the KCSWDM. There are two methods of satisfying the Flow Control BMP requirement, (1) application of BMPs to the maximum extent feasible using lists specific to the project location, size, and impervious coverage, or (2) using a continuous runoff model to demonstrate compliance with the Low Impact Development (LID) Performance Standard. The Christ's Church redevelopment project will meet the Large Lot BMP requirements by providing full infiltration to the site. Technical Information Report Immos Christ's Church Addition 3 2180539.10 1.2 Existing Conditions The site is currently developed and occupied by Christ's Church. The site contains five structures of varying size, parking facilities, concrete walks, landscape areas, a small flow control pond, and a grass -lined treatment swale. The grass -lined treatment swale was constructed in 2007 under Site Development Permit 03-100187-000-00-CO. No flow control was provided during this development, but quality control was provided via the grass -lined swale and sized for the following areas: PGIS: 0.77 acre Asphalt Parking: 0.49 acre HMA Parking: 0.28 acre Roof: 0.37 acre Sidewalk: 0.23 acre Landscape: 0.63 acre The detention pond was constructed in 1979 and provided flow control for the sanctuary, an office building, and a parking lot. We were unable to find sizing criteria for the pond. The site topography generally slopes from east to west. The elevation change across the site is approximately 30 feet. The site contains 2H:1V slopes along its western border. According to a critical areas review, the site is not at risk of landslide. There are no other critical areas onsite. For more soils information, refer to the Geotechnical Report included in Appendix A-1. 1.3 Post Development Conditions The project proposes to construct a new multipurpose building, along with associated site features. The building will be located in the middle of the project site, with the associated access, parking, and pedestrian access facilities located north and east of the proposed building. The new facility shall be approximately 15,000 square feet. Site features include converting the existing gravel parking lot to asphalt, concrete walks, landscaping, and stormwater facilities. The developed site, including drainage facilities, can be found in Appendix B-1. 1.4 Drainage Basins The project site will utilize the existing drainage basins, but the outfall of the existing system will be redirected to a proposed underground injection control (UIC) well. Refer to the Flow Control Basin Map and Water Quality Basin Map in Appendix B for a visual representation of the drainage basins. 1.5 Wetland Protection The subject site contains no wetlands. 2.0 Conditions and Requirements Summary 2.1 Core Requirements 2.1.1 CRA Discharge at the Natural Location Two existing outfall locations for this project site discharge to the conveyance system located under the east side of Dash Point Road. These discharge routes will be rerouted to an onsite UIC well, which will better mimic predeveloped site characteristics. Technical Information Report 1310133 Christ's Church Addition 2 2180539.10 1.0 Project Overview The Christ's Church Addition project includes the construction of a new, approximately 15,000- square foot multipurpose facility, along with associated parking and pedestrian access facilities. The existing gravel parking lot will be converted to asphalt. 'Sixty-four (64) parking spaces are proposed as part of the site improvements. Under a separate permit, but covered by this Technical Information Report (TIR), Dash Point Road South will receive restriping to provide a dedicated turn lane to the site. All proposed onsite and offsite improvements have been designed to meet the 2016 King County Surface Water Design Manual (KCSWDM), as adopted by the City of Federal Way. The goal is for the developed site hydrology to mimic the pre -developed hydrology to reduce the project's impact to the surrounding area. Proposed impervious areas include both pollution and non -pollution generating surfaces. Pollution generating impervious surfaces (PGIS) include the parking lot improvements. Non - pollution generating impervious surfaces (NPGIS) include the roof of the new 15,000-square foot facility and associated walkways. The proposed design mitigates stormwater runoff and treats polluted water by using a large sand filter vault, stormwater filter vault, a deep injection well, and possibly a detention vault if the injection well is found to be infeasible. All stormwater generated by the new/redeveloped parking lot will be collected and conveyed to the large sand filter vault. Stormwater will pass through the sand filter before being infiltrated by a deep injection well or detained in a detention vault. The existing catch basins serving the existing parking lot will continue to flow through an existing bioretention swale, but will be then rerouted to a storm filter vault. After passing through the storm filter, the water will then be infiltrated onsite or retained to meet flow control standards. The offsite improvements do not trigger threshold requirements for water quality or flow control, and will therefore not be provided for the offsite work. 1.1 Purpose and Scope These plans and report are provided as part of the Land Use Review Application. The project is located on Parcel No 0521049092 in Federal Way, Washington. The property is currently developed and contains three permanent structures and two temporary structures, as well as associated parking and pedestrian access facilities. A small stormwater pond provides flow control for the southwest building and a shallow grass -lined swale provides treatment for the parking lot improvements that were constructed in the spring of 2003. This project proposes to remove the two temporary buildings and construct a multipurpose building, along with associated access, parking, landscape, utilities, and stormwater facilities. Onsite improvements include the approximately 15,000-square foot multipurpose building, conversion of the gravel parking lot to asphalt, concrete walks, associated landscape areas, and stormwater facilities to mitigate the impacts of the proposed improvements. Water and sewer connections will be made to the existing mains onsite. Stormwater management is to comply with the 2016 KCSWDM, as adopted by City of Federal Way. Per the KCSWDM, Conservation Flow Control and Enhanced Basic Water Quality Menus will apply to the proposed development. Technical Information Report D Q Christ's Church Addition t 2180539.10 Appendices Appendix A Exhibits A-1 .............Geotechnical Report Appendix B Figures B-1 .............Grading/Drainage and TESC Plans B-2 .............Vicinity Map B-3 .............Water Quality Applications Map B-4 .............Water Quality Basin Map B-5 .............Flow Control Applications Map B-6 .............Flow Control Basin Map B-7 .............Flood Insurance Rate Map Appendix C Exhibits C-1 .............Downstream Analysis C-2 .............Detention Pond / Large Sand Filter WWHM Reports C-3 .............Detention Vault WWHM Report C-4 .............Storm Filter Vault WWHM/GULD Report Technical Information Report 10000 Christ's Church Addition 2180539.10 4.2 Performance Standards ........... ...... ........................................................ :............................ 6 4.2.1 Flow Control..............................................................................................................6 4.2.2 Water Quality.........................................................................................................7 4.3 Developed Site Hydrology—, ..............................................................................................7 5.0 Conveyance System Analysis and Design..................................................................................8 6.0 Geotechnical Report ......................................................................................................................9 7.0 Other Permits.................................................................................................................................9 8.0 CSWPPP Analysis and Design.....................................................................................................9 9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant......................................10 10.0 Operations and Maintenance Plan.............................................................................................11 11.0 Conclusion.:................................................................................................................................. 11 Technical Information Report Christ's Church Addition OIDMO 2180539.10 Table of Contents Section Page 1.0 Project Overview............................................................................................................................1 1.1 Purpose and Scope ...................................................................... .... ...........................1 1.2 Existing Conditions.............................................................................................................2 1.3 Post Development Conditions.............................................................................................2 1.4 Drainage Basins .................. --...........................................................................................2 1.5 Wetland Protection..............................................................................................................2 2.0 Conditions and Requirements Summary....................................................................................3 2.1 Core Requirements............................................................................. 3 2.1.1 CR-1 Discharge at the Natural Location.._.............................................................3 2.1.2 CR-2 Offsite Analysis.............................................................................................3 2.1.3 CR-3 Flow Control.................................................................................................3 2.1.4 CR-4 Conveyance System.....................................................................................3 2.1.5 CR-5 Erosion and Sediment Control.......................................................................3 2.1.6 CR-6 Maintenance and Operations.......................................................................3 2.1.7 CR-7 Financial Guarantees and Liability...............................................................3 2.1.8 CR-8 Water Quality................................................................................................3 2.1.9 CR-9 Flow Control BMPs.......................................................................................4 2.2 Special Requirements.......................................................... --- .... ...... ....... ---- ............. 4 2.2.1 SR-1 Other Adopted Area Specific Requirements.................................................4 2.2.2 SR-2 Flood plain/Floodway Delineation.............................................................4 2.2.3 SR-3 Flood Protection Facilities..............................................................................4 2.2.4 SR-4 Source Controls ............................... ......... ..................................................... 4 2.2.5 SR-5 Oil Control............................................................................_........._..............5 2.3 Notice and Decisions...........................................................................................................5 3.0 Offsite Analysis..............................................................................................................................5 3.1 Task 1 — Study Area Definition and Map............................................................................5 3.2 Task 2 — Resource Review..................................................................................................5 3.3 Task 3 — Field Inspection....................................................................................................5 3.4 Task 4 — Drainage System Description and Problem Descriptions....................................5 4.0 Flow Control and Water Quality Facility Analysis and Design..................................................6 4.1 Existing Site Hydrology.......................................................................................................6 Technical Information Report 01D03 Christ's Church Addition 2180539.10 02/1212020 I hereby state that this Technical Information Report for Christ's Church Addition has been prepared by me or under my supervision, and meets the standard of care and expertise that is usual and customary in this community for professional engineers. I understand that City of Federal Way does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities prepared by me. Technical Information Report PREPARED FOR: Mac Hoover Christ's Church 941 South Dash Point Road Federal Way, WA 98003-3795 PROJECT Christ's Church Addition 941 S. Dash Pt. Rd 2180539.10 PREPARED BY.- Michael Lesmeister, EIT Project Engineer REVIEWED BY: Adam Barnett, PE Project Engineer Todd C. Sawin, PE, DBIA, LEED AP Principal DATE: November 2018 Revised October 2019 Revised February 2020 RECEIVED FEB 19 2020 CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT L s q 01 nib Technical Information Report PREPARED FOR: Mac Hoover Christ's Church 941 South Dash Point Road Federal Way, WA 98003-3795 PROJECT. Christ's Church Addition 941 S. Dash Pt. Rd. 2180539.10 PREPARED BY.• Michael Lesmeister, EIT Project Engineer REVIEWED BY., Adam Barnett, PE Project Engineer Todd C. Sawin, PE, DBIA, LEED AP Principal DATE: November 2018 Revised October 2019 Revised February 2020 Civil Engineers • Structural Engineers • Landscape Architects • Community Planners • Land Surveyors Disclaimer Legal Notice This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. 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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 North Basin Filtera Sizing 2/10/2020 1:47:20 PM Page 25 Mitigated HSPF Message File North Basin Filtera Sizing 2/10/2020 1:47:20 PM Page 24 Predeveloped HSPF Message File North Basin Filtera Sizing 2/10/2020 1:47:20 PM Page 23 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 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 END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <Name> <Name> # #<-factor-> <Name> MASS -LINK 15 IMPLND IWATER SURO 0.083333 COPY END MASS -LINK 15 END MASS -LINK END RUN <-Grp> <-Member->*** <Name> # #*** INPUT MEAN North Basin Filtera Sizing 2/10/2020 1:47:20 PM Page 22 SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** IMPLND 11 0.472 COPY 501 15 ******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 <-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 Al 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 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> <Name> # <Name> # WDM 2 PREC WDM 2 PREC WDM 1 EVAP WDM 1 EVAP SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** tem strg<-factor->strg <Name> # # <Name> # # *** ENGL 1 PERLND 1 999 EXTNL PREC ENGL 1 IMPLND 1 999 EXTNL PREC ENGL 0.76 PERLND 1 999 EXTNL PETINP ENGL 0.76 IMPLND 1 999 EXTNL PETINP North Basin Filtera Sizing 2/10/2020 1:47:20 PM Page 21 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATEI <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 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 11 PARKING/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 11 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 11 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 *** 11 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 11 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 11 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 11 0 0 END IWAT-STATEI END IMPLND AGWRC AGWETP GWVS North Basin Filtera Sizing 2/10/2020 1:47:20 PM Page 20 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 RUN INTERP OUTPUT LEVEL RESUME 0 RUN 1 END GLOBAL END 2009 09 30 3 0 1ia�MMIIE�'�`11Y�15i FILES <File> <Un#> OPN SEQUENCE 1 < ----------- File Name------------- ----------------->*** *** INGRP INDELT 00:15 IMPLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 1 Basin 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO FIL1 PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT -INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** North Basin Filtera Sizing 2/10/2020 1:47:20 PM Page 19 Predeveloped UCI File North Basin Filtera Sizing 2/10/2020 1:47:20 PM Page 18 Mitigated Schematic w asin 1 T I North Basin Filtera Sizing 2/10/2020 1:47:18 PM Page 17 Appendix Predeveloped Schematic Basin 1 0.47ac North Basin Filtera Sizing 2/10/2020 1:47:17 PM Page 16 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. North Basin Filtera Sizing 2/10/2020 1:47:17 PM Page 15 LID Report UO Technique used for Totai Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment 7 Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft) Infiltration Infiltrated Treated (ac-ftt (ac-8) Credit Total Volume tnftltrated 0.00 0.00 0.00 0.00 0.00 0% No Treat Credit Ouration Compliance with Li Analysis Standard 8% of 2-yr to 50% of Result = 2 yr Failed North Basin Fiitera Sizing 2110/2020 1:46:53 PM Page 14 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.058 acre-feet On-line facility target flow: 0.0766 cfs. Adjusted for 15 min: 0.0766 cfs. Off-line facility target flow: 0.0433 cfs. Adjusted for 15 min: 0.0433 cfs. North Basin Filtera Sizing 2/10/2020 1:46:53 PM Page 13 0.0217 567 48082 8480 Fail 0.0220 539 47291 8773 Fail 0.0222 497 46499 9355 Fail 0.0225 473 45708 9663 Fail 0.0228 436 45002 10321 Fail 0.0231 399 44211 11080 Fail 0.0233 367 43483 11848 Fail 0.0236 348 42778 12292 Fail 0.0239 323 42093 13031 Fail 0.0241 296 41409 13989 Fail 0.0244 273 40810 14948 Fail 0.0247 256 40125 15673 Fail 0.0250 235 39505 16810 Fail 0.0252 217 38885 17919 Fail 0.0255 195 38222 19601 Fail 0.0258 180 37580 20877 Fail 0.0261 158 36981 23405 Fail 0.0263 145 36382 25091 Fail 0.0266 129 35762 27722 Fail 0.0269 119 35206 29584 Fail 0.0271 109 34671 31808 Fail 0.0274 97 34137 35192 Fail 0.0277 91 33602 36925 Fail 0.0280 82 33067 40325 Fail 0.0282 76 32532 42805 Fail 0.0285 69 31998 46373 Fail 0.0288 61 31527 51683 Fail 0.0291 54 31057 57512 Fail 0.0293 48 30565 63677 Fail 0.0296 41 30094 73400 Fail 0.0299 38 29645 78013 Fail 0.0302 33 29174 88406 Fail 0.0304 27 28704 106311 Fail 0.0307 22 28319 128722 Fail 0.0310 21 27870 132714 Fail 0.0312 20 27420 137100 Fail 0.0315 19 27014 142178 Fail 0.0318 17 26565 156264 Fail 0.0321 14 26180 187000 Fail 0.0323 12 25795 214958 Fail 0.0326 8 25367 317087 Fail 0.0329 4 25004 625100 Fail 0.0332 3 24640 821333 Fail 0.0334 3 24255 808500 Fail 0.0337 3 23913 797100 Fail 0.0340 3 23485 782833 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. North Basin Filtera Sizing 2/10/2020 1:46:53 PM Page 12 Duration Flows Flow(cfs) Predev Mit Percentage Pass/Fail 0.0069 17554 131691 750 Fail 0.0072 16164 128675 796 Fail 0.0075 14966 125788 840 Fail 0.0078 13851 122943 887 Fail 0.0080 12814 120184 937 Fail 0.0083 11807 117617 996 Fail 0.0086 10898 115157 1056 Fail 0.0089 10119 112762 1114 Fail 0.0091 9383 110409 1176 Fail 0.0094 8729 108120 1238 Fail 0.0097 8145 105917 1300 Fail 0.0099 7593 103800 1367 Fail 0.0102 7073 101896 1440 Fail 0.0105 6596 99971 1515 Fail 0.0108 6149 97939 1592 Fail 0.0110 5781 96164 1663 Fail 0.0113 5437 94367 1735 Fail 0.0116 5099 92592 1815 Fail 0.0119 4810 90838 1888 Fail 0.0121 4530 89170 1968 Fail 0.0124 4252 87416 2055 Fail 0.0127 4019 85726 2133 Fail 0.0129 3790 84186 2221 Fail 0.0132 3546 82646 2330 Fail 0.0135 3339 81128 2429 Fail 0.0138 3138 79652 2538 Fail 0.0140 2954 78240 2648 Fail 0.0143 2787 76764 2754 Fail 0.0146 2599 75353 2899 Fail 0.0149 2449 74027 3022 Fail 0.0151 2304 72636 3152 Fail 0.0154 2162 71396 3302 Fail 0.0157 2029 70155 3457 Fail 0.0160 1898 68851 3027 Fail 0.0162 1790 67696 3781 Fail 0.0165 1690 66519 3936 Fail 0.0168 1584 65300 4122 Fail 0.0170 1483 64166 4326 Fail 0.0173 1382 63054 4562 Fail 0.0176 1292 61921 4792 Fail 0.0179 1220 60830 4986 Fail 0.0181 1155 59867 5183 Fail 0.0184 1098 58841 5358 Fail 0.0187 1048 57835 5518 Fail 0.0190 997 56894 5706 Fail 0.0192 930 55910 6011 Fail 0.0195 883 54905 6218 Fail 0.0198 838 53943 6437 Fail 0.0200 789 53087 6728 Fail 0.0203 743 52125 7015 Fail 0.0206 713 51312 7196 Fail 0.0209 670 50478 7534 Fail 0.0211 630 49622 7876 Fail 0.0214 596 48831 8193 Fail North Basin Filtera Sizing 2/10/2020 1:46:53 PM Page 11 4 0.0325 0.3125 5 0.0306 0.2652 6 0.0272 0.2562 7 0.0268 0.2562 8 0.0255 0.2519 9 0.0241 0.2517 10 0.0228 0.2509 11 0.0216 0.2500 12 0.0213 0.2331 13 0.0209 0.2326 14 0.0207 0.2299 15 0.0194 0.2280 16 0.0191 0.2198 17 0.0189 0.2158 18 0.0170 0.2101 19 0.0166 0.2064 20 0.0164 0.2000 21 0.0154 0.1954 22 0.0152 0.1908 23 0.0152 0.1904 24 0.0150 0.1881 25 0.0149 0.1876 26 0.0139 0.1872 27 0.0138 0.1852 28 0.0136 0.1824 29 0.0131 0.1779 30 0.0122 0.1774 31 0.0120 0.1771 32 0.0118 0.1747 33 0.0118 0.1738 34 0.0118 0.1723 35 0.0117 0.1676 36 0.0115 0.1668 37 0.0112 0.1659 38 0.0110 0.1633 39 0.0108 0.1626 40 0.0107 0.1582 41 0.0103 0.1532 42 0.0103 0.1530 43 0.0102 0.1528 44 0.0100 0.1524 45 0.0096 0.1522 46 0.0096 0.1502 47 0.0095 0.1496 48 0.0094 0.1495 49 0.0092 0.1463 50 0.0090 0.1456 51 0.0086 0.1413 52 0.0084 0.1399 53 0.0078 0.1379 54 0.0073 0.1361 55 0.0061 0.1350 56 0.0058 0.1348 57 0.0055 0.1295 58 0.0054 0.1276 59 0.0036 0.1270 60 0.0019 0.1250 61 0.0013 0.1168 North Basin Filtera Sizing 2/10/2020 1:46:53 PM Page 9 1959 0.012 0.152 1960 0.021 0.150 1961 0.012 0.158 1962 0.007 0.138 1963 0.010 0.153 1964 0.013 0.150 1965 0.009 0.191 1966 0.009 0.128 1967 0.019 0.220 1968 0.012 0.250 1969 0.012 0.174 1970 0.009 0.168 1971 0.010 0.200 1972 0.023 0.206 1973 0.010 0.125 1974 0.011 0.182 1975 0.015 0.210 1976 0.011 0.141 1977 0.001 0.153 1978 0.010 0.187 1979 0.006 0.256 1980 0.022 0.230 1981 0.009 0.188 1982 0.017 0.265 1983 0.015 0.216 1984 0.009 0.136 1985 0.005 0.188 1986 0.024 0.163 1987 0.021 0.251 1988 0.008 0.152 1989 0.005 0.190 1990 0.044 0.321 1991 0.027 0.256 1992 0.010 0.135 1993 0.011 0.117 1994 0.004 0.127 1995 0.015 0.167 1996 0.033 0.177 1997 0.027 0.172 1998 0.006 0.175 1999 0.025 0.357 2000 0.011 0.178 2001 0.002 0.195 2002 0.012 0.228 2003 0.015 0.177 2004 0.019 0.334 2005 0.014 0.153 2006 0.016 0.135 2007 0.033 0.312 2008 0.043 0.252 2009 0.021 0.233 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0445 0.3573 2 0.0426 0.3343 3 0.0330 0.3207 North Basin Filtera Sizing 2/10/2020 1:46:53 PM Page 8 Analysis Results POC 1 n m `u 3 0 IL L�mwl�ve Pmb�ilAy o, — Inn Paroent Timc E�cc®¢ding + Predeveloped Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.472 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0 Total Impervious Area: 0.472 iro,1 . os , z f i7 p x so m w so ss ve sc sa.s x Mitigated Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.013877 5 year 0.021795 10 year 0.026282 25 year 0.031035 50 year 0.033977 100 year 0.036479 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.179957 5 year 0.227306 10 year 0.259477 25 year 0.301207 50 year 0.333147 100 year 0.365861 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.014 0.233 1950 0.017 0.252 1951 0.031 0.146 1952 0.010 0.130 1953 0.008 0.140 1954 0.012 0.146 1955 0.019 0.166 1956 0.015 0.163 1957 0.012 0.185 1958 0.014 0.149 North Basin Filtera Sizing 2/10/2020 1:46:16 PM Page 7 Mitigated Routing North Basin Filtera Sizing 2/10/2020 1:46:16 PM Page 6 Routing Elements Predeveloped Routing North Basin Filtera Sizing 2/10/2020 1:46:16 PM Page 5 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre PARKING FLAT 0.472 Impervious Total 0.472 Basin Total 0.472 Element Flows To: Surface Interflow Groundwater North Basin Filtera Sizing 2/10/2020 1:46:16 PM Page 4 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Flat 0.472 Pervious Total 0.472 Impervious Land Use acre Impervious Total 0 Basin Total 0.472 Element Flows To: Surface I nterflow Groundwater North -Basin Filtera Sizing 2/10/2020 1:46:16 PM Page 3 General Model Information Project Name: North Basin Filtera Sizing Site Name: Christ's Church Site Address: 941 S Dash Point Road City: Federal Way Report Date: 2/10/2020 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2018/10/10 Version: 4.2.16 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year North Basin Filtera Sizing 2/10/2020 1:46:16 PM Page 2 WWHM2012 PROJECT REPORT n0.1� W+SNI N: TON STATE EE CA0 LEOTG 0Y October 2019 CONDITIONAL USE LEVEL DESIGNATION FOR BASIC (TSS) AND DISSOVLED METALS (ENHANCED) TREATMENT For CONTECH Engineered Solutions Stormwater Management StormFilter® with MetalRxTM media Ecology's Decision: Based on Contech Engineered Solutions application, Ecology hereby issues conditional use level designation (CULD) for the Stormwater Management StormFilter® using MetalRxTM media cartridges: 1. Conditional Use Level Designation (CULD) for Basic Treatment (total suspended solids) and for Dissolved Metals ("Enhanced") treatment. • Sized at a hydraulic loading rate of no greater than 1 gallon per minute (gpm) per square foot (sq ft.) of media surface, per Table 1. • Using Contech's MetalRx media. Specifications for the media shall match the specifications provided by the manufacturer and approved by Ecology. Table 1. StormFilter design flow rates for 184nch diameter cartridges with MetatRx media, operating at 1 gpmisq ft. Effective cartridge height (in) Cartridge flow rate (gpm/cartridge) 12 5 18 7.5 l 27 11.25 2. Ecology approves StormFilter systems containing MetalRx media for treatment at the hydraulic loading rates shown in Table 1, to achieve the maximum water quality design flow rate. The water quality design flow rates are calculated using the following procedures: 3 `3 Page 11 3u E 30/7, S = '��(� Disclaimer Legal Notice This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright© by: Clear Creek Solutions, Inc. 2005-2020; All Rights Reserved. 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 20191201 Detention Sizing 2/10/2020 2:37:42 PM Page 31 Mitigated HSPF Message File ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: DATE/TIME: 2006/ 8/31 24: 0 RCHRES 1 RELERR STORS STOR MATIN MATDIF -0.00446 0.00000 0.0000E+00 0.00000 -1.002E-07 Where: RELERR is the relative error (ERROR/REFVA-L). ERROR is (STOR-STORS) - MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land -segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow -outflow) of material to the pu during the present printout reporting period. 20191201 Detention Sizing 2/10/2020 2:37:42 PM Page 30 Predeveloped HSPF Message File 20191201 Detention Sizing 2/10/2020 2:37:42 PM Page 29 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 1002 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 12,1 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 12.1 WDM 801 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 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 20191201 Detention Sizing 2/10/2020 2:37:42 PM Page 28 7.111111 0.106157 0.754893 0.019567 7.333333 0.106157 0.778483 0.019871 7.555556 0.106157 0.802074 0.020170 7.777778 0.106157 0.825664 0.020464 8.000000 0.106157 0.849255 0.020754 8.222222 0.106157 0.872845 0.021041 8.444444 0.106157 0.896435 0.021323 8.666667 0.106157 0.920026 0.021602 8.888889 0.106157 0.943616 0.021877 9.111111 0.106157 0.967207 0.022149 9.333333 0.106157 0.990797 0.022417 9.555556 0.106157 1.014387 0.022683 9.777778 0.106157 1.037978 0.022945 10.00000 0.106157 1.061568 0.023204 10.22222 0.106157 1.085159 0.023461 10.44444 0.106157 1.108749 0.023714 10.66667 0.106157 1.132339 0.023965 10.88889 0.106157 1.155930 0.024213 11.11111 0.106157 1.179520 0.024459 11.33333 0.106157 1.203111 0.024703 11.55556 0.106157 1.226701 0.024944 11.77778 0.106157 1.250291 0.025182 12.00000 0.106157 1.273882 0.025419 12.22222 0.106157 1.297472 0.025653 12.44444 0.106157 1.321063 0.025885 12.66667 0.106157 1.344653 0.026115 12.88889 0.106157 1.368243 0.026343 13.11111 0.106157 1.391834 0.026570 13.33333 0.106157 1.415424 0.034281 13.55556 0.106157 1.439015 0.042287 13.77778 0.106157 1.462605 0.047493 14.00000 0.106157 1.486195 0.051693 14.22222 0.106157 1.509786 0.055324 14.44444 0.106157 1.533376 0.058576 14.66667 0.106157 1.556967 0.061551 14.88889 0.106157 1.580557 0.064314 15.11111 0.106157 1.604147 0.091429 15.33333 0.106157 1.627738 0.108063 15.55556 0.106157 1.651328 0.120626 15.77778 0.106157 1.674919 0.131292 16.00000 0.106157 1.698509 0.140777 16.22222 0.106157 1.722099 0.149432 16.44444 0.106157 1.745690 0.157457 16.66667 0.106157 1.769280 0.164981 16.88889 0.106157 1.792871 0.172094 17.11111 0.106157 1.816461 0.178861 17.33333 0.106157 1.840051 0.185331 17.55556 0.106157 1.863642 0.191541 17.77778 0.106157 1.887232 0.197523 18.00000 0.106157 1.910823 0.203301 18.22222 0.106157 1.934413 0.208895 18.44444 0.106157 1.958004 0.214324 18.66667 0.106157 1.981594 0.219601 18.88889 0.106157 2.005184 0.224738 19.11111 0.106157 2.028775 0.817553 19.33333 0.106157 2.052365 3.117158 19.55556 0.106157 2.075956 5.336774 19.77778 0.106157 2.099546 6.493951 20.00000 0.106157 2.123136 7.335347 20.22222 0.106157 2.146727 8.087777 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 SUM PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 SUM 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 20191201 Detention Sizing 2/10/2020 2:37:42 PM Page 27 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 Al 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 0.02 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 <______>C -------- > C___7C___7C___7C___7C___7 *** <--- >C--- >C--- ><--- ><___> 1 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES FTABLE 1 92 4 Depth Area Volume Outflowl Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.106157 0.000000 0.000000 0.222222 0.106157 0.023590 0.003459 0.444444 0.106157 0.047181 0.004892 0.666667 0.106157 0.070771 0.005991 0.888889 0.106157 0.094362 0.006918 1.111111 0.106157 0.117952 0.007735 1.333333 0.106157 0.141542 0.008473 1.555556 0.106157 0.165133 0.009152 1.777778 0.106157 0.188723 0.009784 2.000000 0.106157 0.212314 0.010377 2.222222 0.106157 0.235904 0.010939 2.444444 0.106157 0.259494 0.011472 2.666667 0.106157 0.283085 0.011983 2.888889 0.106157 0.306675 0.012472 3.111111 0.106157 0.330266 0.012943 3.333333 0.106157 0.353856 0.013397 3.555556 0.106157 0.377446 0.013836 3.777778 0.106157 0.401037 0.014262 4.000000 0.106157 0.424627 0.014676 4.222222 0.106157 0.448218 0.015078 4.444444 0.106157 0.471808 0.015469 4.666667 0.106157 0.495398 0.015851 4.888889 0.106157 0.518989 0.016224 5.111111 0.106157 0.542579 0.016589 5.333333 0.106157 0.566170 0.016946 5.555556 0.106157 0.589760 0.017295 5.777778 0.106157 0.613350 0.017638 6.000000 0.106157 0.636941 0.017974 6.222222 0.106157 0.660531 0.018304 6.444444 0.106157 0.684122 0.018628 6.666667 0.106157 0.707712 0.018946 6.888889 0.106157 0.731303 0.019259 20191201 Detention Sizing 2/10/2020 2:37:42 PM Page 26 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 11 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 8 0 0 11 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # -- # *** RETS SURS 4 0 0 8 0 0 11 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 1.17 RCHRES 1 2 PERLND 16 1.17 RCHRES 1 3 IMPLND 4 1.04 RCHRES 1 5 IMPLND 8 0.23 RCHRES 1 5 IMPLND 11 1.08 RCHRES 1 5 ******Routing****** PERLND 16 1.17 COPY 1 12 IMPLND 4 1.04 COPY 1 15 IMPLND 8 0.23 COPY 1 15 IMPLND 11 1.08 COPY 1 15 PERLND 16 1.17 COPY 1 13 RCHRES 1 1 COPY 501 16 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vcls> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 12.1 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 Vault 1 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 *** 20191201 Detention Sizing 2/10/2020 2:37:42 PM Page 25 <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 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 *** 16 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 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 16 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATEI <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 16 0 0 0 0 2.5 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > 4 ROOF TOPS/FLAT 8 SIDEWALKS/FLAT 11 PARKING/FLAT END GEN-INFO *** Section IWATER*** Unit -systems Printer *** User t-series Engl Metr *** in out *** 1 1 1 27 0 1 1 1 27 0 1 1 1 27 0 ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 8 0 0 1 0 0 0 11 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 11 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 *** 4 0 0 0 0 0 8 0 0 0 0 0 11 0 0 0 0 0 20191201 Detention Sizing 2/10/2020 2:37:42 PM Page 24 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 RUN INTERP OUTPUT LEVEL RESUME 0 RUN 1 END GLOBAL END 2009 09 30 3 0 UNIT SYSTEM FILES <File> <Un#> OPN SEQUENCE 1 <----------- File Name ------------- ------------------>*** *** INGRP INDELT 00:60 PERLND 16 IMPLND 4 IMPLND 8 IMPLND 11 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Vault 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 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 *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO 20191201 Detention Sizing 2/10/2020 2:37:42 PM Page 23 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 12.1 WDM 501 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 20191201 Detention Sizing 2/10/2020 2:37:42 PM Page 22 1:309MI010 091 SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 11 PERLND 11 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK *** <-factor-> <Name> ## Tbl# *** 3.52 COPY 501 12 3.52 COPY 501 13 NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 12.1 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 *** 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 PINK PHCB PIVL PYR ********* END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al 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 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 SUM PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 SUM IMPLND 1 999 EXTNL PREC 20191201 Detention Sizing 2/10/2020 2:37:42 PM Page 21 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 KNARY 11 0 4.5 0.08 400 0.1 0.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 11 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 11 0.2 0.5 0.35 END PWAT-PARM4 AGWRC 0.996 *** INFILD DEEPFR BASETP AGWETP 2 0 0 0 *** INTFW IRC LZETP *** 6 0.5 0.7 PWAT-STATEI <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 11 0 0 0 0 2.5 1 END PWAT-STATEI 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 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATEI GWVS 0 20191201 Detention Sizing 2/10/2020 2:37:42 PM Page 20 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 RUN INTERP OUTPUT LEVEL RESUME 0 RUN 1 END GLOBAL END 2009 09 30 3 0 UNIT SYSTEM FILES <File> <Un#> OPN SEQUENCE 1 < ----------- File Name------------ ------------------>*** *** INGRP INDELT 00:60 PERLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Basin 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <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 ***************************** # - # 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 20191201 Detention Sizing 2/10/2020 2:37:42 PM Page 19 Mitigated Schematic Basin 1 3.52ac I Sl Vault 1 Al 20191201 Detention Sizing 2/10/2020 2:37:40 PM Page 18 Appendix Predeveloped Schematic 20191201 Detention Sizing 2/10/2020 2:37:39 PM Page 17 Madel 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. 20191201 Detention Sizing 2/10/2020 2:37:39 PM Page 16 LID Report LID Technique Used for Tot3tVolume Volume Infiltratlon Cumulative Percent WaterQuallty Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility [ac-ft] Infiltration Infiltrated Treated (ac-tt) (ac-Tt) Credit Vault 1 Poe 13 415.51 ❑ 0-00 Total Volume Infiltrated 415.51 0.00 0.00 0.00 0.00 0% No Treat Credit Compliance with LI❑ Curaswn Standard 0% of 2-yr to 50% of Analysis 2-yr Result Palled 20191201 Detention Sizing 2/1012020 2.3724 PM Page 15 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. 20191201 Detention Sizing 2/10/2020 2:37:24 PM Page 14 0.0378 692 532 76 Pass 0.0383 652 512 78 Pass 0.0388 612 496 81 Pass 0.0393 580 476 82 Pass 0.0398 544 456 83 Pass 0.0403 528 428 81 Pass 0.0408 488 396 81 Pass 0.0413 456 376 82 Pass 0.0418 428 352 82 Pass 0.0423 388 324 83 Pass 0.0427 356 312 87 Pass 0.0432 328 288 87 Pass 0.0437 308 264 85 Pass 0.0442 280 252 90 Pass 0.0447 256 240 93 Pass 0.0452 248 232 93 Pass 0.0457 220 216 98 Pass 0.0462 204 200 98 Pass 0.0467 188 188 100 Pass 0.0472 172 168 97 Pass 0.0476 160 156 97 Pass 0.0481 152 148 97 Pass 0.0486 140 132 94 Pass 0.0491 132 120 90 Pass 0.0496 124 116 93 Pass 0.0501 116 104 89 Pass 0.0506 112 92 82 Pass 0.0511 92 80 86 Pass 0.0516 88 76 86 Pass 0.0521 76 68 89 Pass 0.0525 56 52 92 Pass 0.0530 56 44 78 Pass 0.0535 52 40 76 Pass 0.0540 40 36 90 Pass 0.0545 40 28 70 Pass 0.0550 36 20 55 Pass 0.0555 32 16 50 Pass 0.0560 28 12 42 Pass 0.0565 20 12 60 Pass 0.0570 20 12 60 Pass 0.0574 20 12 60 Pass 0.0579 12 12 100 Pass 0.0584 12 12 100 Pass 0.0589 8 8 100 Pass 0.0594 8 8 100 Pass 0.0599 8 8 100 Pass 0.0604 8 8 100 Pass 20191201 Detention Sizing 2/10/2020 2:37:24 PM Page 13 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0119 16848 16756 99 Pass 0.0123 15524 14628 94 Pass 0.0128 14369 12959 90 Pass 0.0133 13231 11133 84 Pass 0.0138 12228 9465 77 Pass 0.0143 11276 8243 73 Pass 0.0148 10472 7099 67 Pass 0.0153 9764 5779 59 Pass 0.0158 9088 4633 50 Pass 0.0163 8532 3991 46 Pass 0.0168 7984 3852 48 Pass 0.0172 7448 3728 50 Pass 0.0177 6945 3613 52 Pass 0.0182 6472 3508 54 Pass 0.0187 6068 3439 56 Pass 0.0192 5687 3309 58 Pass 0.0197 5360 3251 60 Pass 0.0202 5039 3131 62 Pass 0.0207 4757 3033 63 Pass 0.0212 4528 2943 64 Pass 0.0217 4211 2851 67 Pass 0.0222 3944 2772 70 Pass 0.0226 3724 2680 71 Pass 0.0231 3548 2537 71 Pass 0.0236 3320 2381 71 Pass 0.0241 3131 2229 71 Pass 0.0246 2975 2100 70 Pass 0.0251 2819 1976 70 Pass 0.0256 2652 1876 70 Pass 0.0261 2511 1784 71 Pass 0.0266 2331 1692 72 Pass 0.0271 2201 1616 73 Pass 0.0275 2100 1544 73 Pass 0.0280 1964 1440 73 Pass 0.0285 1864 1372 73 Pass 0.0290 1744 1304 74 Pass 0.0295 1628 1240 76 Pass 0.0300 1540 1168 75 Pass 0.0305 1404 1120 79 Pass 0.0310 1336 1044 78 Pass 0.0315 1260 1008 80 Pass 0.0320 1184 984 83 Pass 0.0324 1120 936 83 Pass 0.0329 1064 904 84 Pass 0.0334 1008 832 82 Pass 0.0339 972 788 81 Pass 0.0344 920 760 82 Pass 0.0349 880 724 82 Pass 0.0354 832 696 83 Pass 0.0359 800 664 83 Pass 0.0364 748 632 84 Pass 0.0369 732 596 81 Pass 0.0373 700 556 79 Pass 20191201 Detention Sizing 2/10/2020 2:37:24 PM Page 12 4 0.0556 0.0420 5 0.0524 0.0416 6 0.0511 0.0406 7 0.0505 0.0361 8 0.0482 0.0336 9 0.0436 0.0309 10 0.0427 0.0302 11 0.0412 0.0293 12 0.0362 0.0276 13 0.0360 0.0259 14 0.0347 0.0253 15 0.0341 0.0245 16 0.0341 0.0236 17 0.0310 0.0157 18 0.0302 0.0152 19 0.0296 0.0150 20 0.0292 0.0148 21 0.0271 0.0148 22 0.0268 0.0139 23 0.0268 0.0138 24 0.0261 0.0138 25 0.0246 0.0131 26 0.0239 0.0126 27 0.0235 0.0122 28 0.0234 0.0121 29 0.0220 0.0108 30 0.0202 0.0103 31 0.0201 0.0102 32 0.0200 0.0097 33 0.0198 0.0092 34 0.0198 0.0088 35 0.0194 0.0066 36 0.0193 0.0066 37 0.0189 0.0066 38 0.0188 0.0066 39 0.0183 0.0065 40 0.0180 0.0064 41 0.0173 0.0064 42 0.0172 0.0062 43 0.0169 0.0062 44 0.0159 0.0061 45 0.0158 0.0061 46 0.0158 0.0061 47 0.0156 0.0061 48 0.0151 0.0060 49 0.0147 0.0058 50 0.0144 0.0057 51 0.0141 0.0056 52 0.0132 0.0055 53 0.0131 0.0053 54 0.0117 0.0052 55 0.0098 0.0051 56 0.0092 0.0049 57 0.0085 0.0046 58 0.0083 0.0046 59 0.0048 0.0044 60 0.0023 0.0040 61 0.0018 0.0033 20191201 Detention Sizing 2/10/2020 2:37:24 PM Page 10 1959 0.020 0.015 1960 0.035 0.028 1961 0.020 0.026 1962 0.012 0.005 1963 0.016 0.007 1964 0.020 0.024 1965 0.015 0.009 1966 0.015 0.011 1967 0.034 0.025 1968 0.020 0.006 1969 0.020 0.009 1970 0.016 0.010 1971 0.014 0.006 1972 0.041 0.044 1973 0.018 0.013 1974 0.019 0.014 1975 0.030 0.006 1976 0.018 0.007 1977 0.002 0.004 1978 0.016 0.007 1979 0.009 0.004 1980 0.027 0.034 1981 0.014 0.006 1982 0.027 0.012 1983 0.025 0.013 1984 0.016 0.006 1985 0.008 0.005 1986 0.043 0.006 1987 0.036 0.014 1988 0.013 0.005 1989 0.008 0.006 1990 0.059 0.015 1991 0.051 0.042 1992 0.017 0.006 1993 0.019 0.005 1994 0.005 0.005 1995 0.027 0.016 1996 0.052 0.053 1997 0.048 0.042 1998 0.010 0.006 1999 0.030 0.029 2000 0.019 0.010 2001 0.002 0.003 2002 0.023 0.025 2003 0.017 0.006 2004 0.044 0.012 2005 0.023 0.005 2006 0.031 0.031 2007 0.082 0.041 2008 0.065 0.014 2009 0.036 0.007 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0819 0.0711 2 0.0645 0.0526 3 0.0585 0.0438 20191201 Detention Sizing 2/10/2020 2:37:24 PM Page 9 Analysis Results POC 1 0.05 a4 0 J 0.02 00 Percent Time Exceeding + Predeveloped Predeveloped Landuse Totals for POC #1 Total Pervious Area: 3.52 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 1.17 Total Impervious Area: 2.35 o cat i5 t i f t6 i7 % 10y !: p0 H 99 99 ASS x Mitigated Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.023713 5 year 0.038478 10 year 0.04673 25 year 0.055262 50 year 0.060389 100 year 0.064634 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.010801 5 year 0.021475 10 year 0.031701 25 year 0.049162 50 year 0.066131 100 year 0.087117 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.026 0.006 1950 0.050 0.030 1951 0.056 0.071 1952 0.017 0.005 1953 0.013 0.015 1954 0.019 0.015 1955 0.034 0.006 1956 0.029 0.036 1957 0.022 0.006 1958 0.024 0.010 20191201 Detention Sizing 2/10/2020 2:37:07 PM Page 8 8.2222 0.073 0.602 0.046 0.000 8.4444 0.073 0.619 0.047 0.000 8.6667 0.073 0.635 0.048 0.000 8.8889 0.073 0.651 0.048 0.000 9.1111 0.073 0.667 0.049 0.000 9.3333 0.073 0.684 0.049 0.000 9.5556 0.073 0.700 0.050 0.000 9.7778 0.073 0.716 0.051 0.000 10.000 0.073 0.733 0.051 0.000 10.222 0.073 0.749 0.052 0.000 10.444 0.073 0.765 0.052 0.000 10.667 0.073 0.781 0.053 0.000 10.889 0.073 0.798 0.053 0.000 11.111 0.073 0.814 0.054 0.000 11.333 0.073 0.830 0.054 0.000 11.556 0.073 0.847 0.055 0.000 11.778 0.073 0.863 0.056 0.000 12.000 0.073 0.879 0.056 0.000 12.222 0.073 0.895 0.057 0.000 12.444 0.073 0.912 0.057 0.000 12.667 0.073 0.928 0.058 0.000 12.889 0.073 0.944 0.058 0.000 13.111 0.073 0.961 0.059 0.000 13.333 0.073 0.977 0.059 0.000 13.556 0.073 0.993 0.060 0.000 13.778 0.073 1.009 0.060 0.000 14.000 0.073 1.026 0.061 0.000 14.222 0.073 1.042 0.061 0.000 14.444 0.073 1.058 0.062 0.000 14.667 0.073 1.075 0.062 0.000 14.889 0.073 1.091 0.062 0.000 15.111 0.073 1.107 0.063 0.000 15.333 0.073 1.123 0.063 0.000 15.556 0.073 1.140 0.064 0.000 15.778 0.073 1.156 0.064 0.000 16.000 0.073 1.172 0.065 0.000 16.222 0.073 1.189 0.065 0.000 16.444 0.073 1.205 0.066 0.000 16.667 0.073 1.221 0.066 0.000 16.889 0.073 1.238 0.067 0.000 17.111 0.073 1.254 0.067 0.000 17.333 0.073 1.270 0.067 0.000 17.556 0.073 1.286 0.068 0.000 17.778 0.073 1.303 0.079 0.000 18.000 0.073 1.319 0.109 0.000 18.222 0.073 1.335 0.148 0.000 18.444 0.073 1.352 0.191 0.000 18.667 0.073 1.368 0.236 0.000 18.889 0.073 1.384 0.293 0.000 19.111 0.073 1.400 0.912 0.000 19.333 0.073 1.417 3.207 0.000 19.556 0.073 1.433 5.422 0.000 19.778 0.073 1.449 6.575 0.000 20.000 0.073 1.466 7.412 0.000 20.222 0.073 1.482 8.160 0.000 20.444 0.000 0.000 8.843 0.000 20191201 Detention Sizing 2/10/2020 2 37:07 PM Page 7 Mitigated Routing Vault 1 Width: Length: Depth: Discharge Structure Riser Height: Riser Diameter: Notch Type: Notch Width: Notch Height: Orifice 1 Diameter: Element Flows To: Outlet 1 56.5063210064942 ft. 56.5063210064942 ft. 20 ft. 19 ft. 18 in. Rectangular 0.059 ft. 1.366 ft. 0.7752551 kUrr-a 9@ fh. Outlet 2 Vault Hydraulic Table Stage(feet) 0.0000 0.2222 0.4444 0.6667 0.8889 1.1111 1.3333 1.5556 1.7778 2.0000 2.2222 2.4444 2.6667 2.8889 3.1111 3.3333 3.5556 3.7778 4.0000 4.2222 4.4444 4.6667 4.8889 5.1111 5.3333 5.5556 5.7778 6.0000 6.2222 6.4444 6.6667 6.8889 7.1111 7.3333 7.5556 7.7778 8.0000 Area(ac.) 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 0.073 Volume(ac-ft.) 0.000 0.016 0.032 0.048 0.065 0.081 0.097 0.114 0.130 0.146 0.162 0.179 0.195 0.211 0.228 0.244 0.260 0.276 0.293 0.309 0.325 0.342 0.358 0.374 0.390 0.407 0.423 0.439 0.456 0.472 0.488 0.505 0.521 0.537 0.553 0.570 0.586 Discharge(cfs) 0.000 0.007 0.010 0.013 0.015 0.017 0.018 0.020 0.021 0.023 0.024 0.025 0.026 0.027 0.028 0.029 0.030 0.031 0.032 0.033 0.034 0.035 0.036 0.036 0.037 0.038 0.039 0.040 0.040 0.041 0.042 0.042 0.043 0.044 0.044 0.045 0.046 Infilt(cfs) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 20191201 Detention Sizing 2/10/2020 2:37:07 PM Page 6 Routing Elements Predeveloped Routing 20191201 Detention Sizing 2/10/2020 2:37:07 PM Page 5 Mitigated Land Use Basin 1 Bypass: GroundWater: Pervious Land Use C, Lawn, Flat Pervious Total Impervious Land Use ROOF TOPS FLAT SIDEWALKS FLAT PARKING FLAT Impervious Total Basin Total Element Flows To: Surface Vault 1 No No acre 1.17 1.17 acre 1.04 0.23 1.08 2.35 3.52 I nterflow Vault 1 Groundwater 20191201 Detention Sizing 2/10/2020 2:37:07 PM Page 4 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod 3.52 Pervious Total 3.52 Impervious Land Use acre Impervious Total 0 Basin Total 3.52 Element Flows To: Surface Interflow Groundwater 20191201 Detention Sizing 2/10/2020 2:37:07 PM Page 3 General Model Information Project Name: 20191201 Detention Sizing Site Name: Christ's Church Site Address: City: Federal Way Report Date: 2/10/2020 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2018/10/10 Version: 4.2.16 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year 20191201 Detention Sizing 2/10/2020 2:37:07 PM Page 2 Disclaimer Legal Notice This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright© by : Clear Creek Solutions, Inc. 2005-2019; All Rights Reserved. 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 Basin 1 WQ Sizing 10/11/2019 11:02:02 AM Page 32 Mitigated HSPF Message File Basin 1 WQ Sizing 10/11/2019 11:02:02 AM Page 31 Predeveloped HSPF Message File Basin 1 WQ Sizing 10/11/2019 11:02:02 AM Page 30 2.527778 0.020814 0.036925 0.049108 0.024863 2.566667 0.021030 0.037738 0.182234 0.025103 2.605556 0.021247 0.038560 0.361353 0.025343 2.644444 0.021465 0.039391 0.572643 0.025583 2.683333 0.021684 0.040230 0.804700 0.025823 2.722222 0.021904 0.041077 1.046030 0.026063 2.761111 0.022125 0.041933 1.284848 0.026303 2.800000 0.022347 0.042798 1.509672 0.026543 2.838889 0.022570 0.043672 1.710330 0.026783 2.877778 0.022795 0.044554 1.879270 0.027023 2.916667 0.023021 0.045445 2.013084 0.027263 2.955556 0.023247 0.046344 2.114227 0.027503 2.994444 0.023475 0.047253 2.192903 0.027743 3.033333 0.023704 0.048170 2.300165 0.027984 3.072222 0.023934 0.049096 2.382549 0.028224 3.111111 0.024165 0.050032 2.462179 0.028464 3.150000 0.024398 0.050976 2.539313 0.028704 3.188889 0.024631 0.051929 2.614172 0.028944 3.227778 0.024866 0.052892 2.686946 0.029184 3.266667 0.025101 0.053863 2.757800 0.029424 3.305556 0.025338 0.054844 2.826879 0.029664 3.344444 0.025576 0.055834 2.894310 0.029904 3.383333 0.025815 0.056833 2.960205 0.030144 3.422222 0.026055 0.057842 3.024665 0.030384 3.461111 0.026296 0.058860 3.087780 0.030624 3.500000 0.026538 0.059887 3.149630 0.030864 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 I"i97aiMI &'f016 TM2F0 EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Name> # <Name> # #<-factor->strg <Name> # RCHRES 1 HYDR RO 1 1 1 WDM 1002 RCHRES 1 HYDR 0 1 1 1 WDM 1003 RCHRES 1 HYDR 0 2 1 1 WDM 1004 RCHRES 1 HYDR STAGE 1 1 1 WDM 1005 COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Name> <Name> # #<-factor-> MASS -LINK 5 IMPLND IWATER SURO 0.083333 END MASS -LINK 5 MASS -LINK 15 IMPLND IWATER SURO 0.083333 END MASS -LINK 15 MASS -LINK 17 RCHRES OFLOW OVOL 1 END MASS -LINK 17 END MASS -LINK END RUN <Target> <Name> RCHRES COPY COPY <Member> Tsys Tgap Amd *** <Name> tem strg strg*** FLOW ENGL REPL FLOW ENGL REPL FLOW ENGL REPL STAG ENGL REPL FLOW ENGL REPL FLOW ENGL REPL <-Grp> <-Member->*** <Name> # #*** INFLOW IVOL INPUT MEAN INPUT MEAN Basin 1 WQ Sizing 10/11/2019 11:02:02 AM Page 29 FTABLES FTABLE 1 91 5 Depth Area Volume Outflowl Outflow2 (ft) (acres) (acre-ft) (cfs) (cfs) 0.000000 0.009183 0.000000 0.000000 0.000000 0.038889 0.009326 0.000360 0.000000 0.009499 0.077778 0.009471 0.000725 0.000000 0.009739 0.116667 0.009616 0.001097 0.000000 0.009979 0.155556 0.009763 0.001473 0.000000 0.010219 0.194444 0.009911 0.001856 0.000000 0.010460 0.233333 0.010060 0.002244 0.000000 0.010700 0.272222 0.010210 0.002638 0.000000 0.010940 0.311111 0.010361 0.003038 0.000000 0.011180 0.350000 0.010513 0.003444 0.000000 0.011420 0.388889 0.010667 0.003856 0.000000 0.011660 0.427778 0.010821 0.004274 0.000000 0.011900 0.466667 0.010977 0.004698 0.000000 0.012140 0.505556 0.011134 0.005128 0.000000 0.012380 0.544444 0.011291 0.005564 0.000000 0.012620 0.583333 0.011450 0.006006 0.000000 0.012860 0.622222 0.011610 0.006454 0.000000 0.013100 0.661111 0.011772 0.006909 0.000000 0.013340 0.700000 0.011934 0.007370 0.000000 0.013580 0.738889 0.012097 0.007837 0.000000 0.013820 0.777778 0.012262 0.008311 0.000000 0.014060 0.816667 0.012427 0.008791 0.000000 0.014300 0.855556 0.012594 0.009277 0.000000 0.014540 0.894444 0.012762 0.009770 0.000000 0.014781 0.933333 0.012931 0.010270 0.000000 0.015021 0.972222 0.013101 0.010776 0.000000 0.015261 1.011111 0.013272 0.011289 0.000000 0.015501 1.050000 0.013444 0.011808 0.000000 0.015741 1.088889 0.013618 0.012335 0.000000 0.015981 1.127778 0.013792 0.012868 0.000000 0.016221 1.166667 0.013968 0.013407 0.000000 0.016461 1.205556 0.014145 0.013954 0.000000 0.016701 1.244444 0.014323 0.014508 0.000000 0.016941 1.283333 0.014501 0.015068 0.000000 0.017181 1.322222 0.014682 0.015636 0.000000 0.017421 1.361111 0.014863 0.016210-0.000000 0.017661 1.400000 0.015045 0.016792 0.000000 0.017901 1.438889 0.015228 0.017380 0.000000 0.018141 1.477778 0.015413 0.017976 0.000000 0.018381 1.516667 0.015599 0.018579 0.000000 0.018621 1.555556 0.015785 0.019189 0.000000 0.018861 1.594444 0.015973 0.019807 0.000000 0.019102 1.633333 0.016162 0.020432 0.000000 0.019342 1.672222 0.016352 0.021064 0.000000 0.019582 1.711111 0.016543 0.021703 0.000000 0.019822 1.750000 0.016736 0.022351 0.000000 0.020062 1.788889 0.016929 0.023005 0.000000 0.020302 1.827778 0.017123 0.023667 0.000000 0.020542 1.866667 0.017319 0.024337 0.000000 0.020782 1.905556 0.017516 0.025014 0.000000 0.021022 1.944444 0.017714 0.025699 0.000000 0.021262 1.983333 0.017913 0.026392 0.000000 0.021502 2.022222 0.018113 0.027093 0.000000 0.021742 2.061111 0.018314 0.027801 0.000000 0.021982 2.100000 0.018516 0.028517 0.000000 0.022222 2.138889 0.018719 0.029241 0.000000 0.022462 2.177778 0.018924 0.029973 0.000000 0.022702 2.216667 0.019130 0.030713 0.000000 0.022942 2.255556 0.019336 0.031461 0.000000 0.023182 2.294444 0.019544 0.032217 0.000000 0.023422 2.333333 0.019753 0.032981 0.000000 0.023663 2.372222 0.019963 0.033753 0.000000 0.023903 2.411111 0.020174 0.034534 0.000000 0.024143 2.450000 0.020387 0.035322 0.000000 0.024383 2.488889 0.020600 0.036119 0.000000 0.024623 Velocity Travel Time*** (ft/sec) (Minutes)*** Basin 1 WQ Sizing 10/11/2019 11:02:02 AM Page 28 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Whole Site WQ*** IMPLND 11 0.59 RCHRES 1 5 ******Routing****** IMPLND 11 0.59 COPY 1 15 RCHRES 1 1 COPY 501 17 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 <-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 # - #<------------------ >< --- > User T-series in out 1 Sand Filter 1 2 1 1 1 END GEN-INFO *** Section RCHRES*** Printer *** Engl Metr LKFG *** *** 28 0 1 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 Al 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 5 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 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS Basin 1 WQ Sizing 10/11/2019 11:02:02 AM Page 27 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR END PWAT-PARM4 AGWRC *** INFILD DEEPFR EASETP AGWETP *** INTFW IRC LZETP *** PWAT-STATEI <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 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 11 PARKING/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 11 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL 11 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 *** 11 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 11 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 11 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 11 0 0 END IWAT-STATEI Basin 1 WQ Sizing 10/11/2019 11:02:02 AM Page 26 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 RUN INTERP OUTPUT LEVEL RESUME 0 RUN 1 END GLOBAL END 2009 09 30 3 0 FILES <File> <Un#> OPN SEQUENCE UNIT SYSTEM 1 < ----------- File Name---- -------------------------->*** *** INGRP INDELT 00:15 IMPLND 11 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Sand Filter 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT -INFO PWAT-PARM1 Basin 1 WQ Sizing 10/11/2019 11:02:02 AM Page 25 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 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 Basin 1 WQ Sizing 10/11/2019 11:02:02 AM Page 24 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> ## <-factor-> <Name> # Tbl# *** FC*** PERLND 10 1.623 COPY 501 12 PERLND 10 1.623 COPY 501 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 <-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 Al 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 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 Basin 1 WQ Sizing 10/11/2019 11:02:02 AM Page 23 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VCJZ VNN VIFW VIRC VLE INFC HWT *** 10 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 10 0 4.5 0.08 400 0.05 0.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP 10 0 0 2 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR 10 0.2 0.5 0.35 END PWAT-PARM4 AGWRC 0.996 *** INFILD DEEPFR BASETP AGWETP 2 0 0 0 *** INTFW IRC LZETP *** 6 0.5 0.7 PWAT-STATEI <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 10 0 0 0 0 2.5 1 END PWAT-STATEI 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 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIIN END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATEI GWVS 0 Basin 1 WQ Sizing 10/11/2019 11:02:02 AM Page 22 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 RUN INTERP OUTPUT LEVEL RESUME 0 RUN 1 END GLOBAL END 2009 09 30 3 0 FILES <File> <Un#> END FILES UNIT SYSTEM 1 < ----------- File Name---- -------------------------->*** *** OPN SEQUENCE INGRP INDELT 00:15 PERLND 10 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 FC MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 10 C, Forest, Flat 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 *** 10 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 ********* 10 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO Basin 1 WQ Sizing 10/11/2019 11:02:02 AM Page 21 Mitigated Schematic Whole Site WQ FI Sand Filter 1 Basin 1 WQ Sizing 10/11/2019 11:02:00 AM Page 20 Appendix Predeveloped Schematic .� F C - - 1.62ac Basin 1 WQ Sizing 10/11/2019 11:01:59 AM Page 19 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. Basin 1 WQ Sizing 10/11/2019 11:01:59 AM Page 18 POC 2 POC #2 was not reported because POC must exist in both scenarios and both scenarios must have been run. Basin 1 WQ Sizing 10/11/2019 11:01:59 AM Page 17 LID Report LIDTecnnique Usedfor TOW Volume Volume Infiflrabon Cumulative Percent Waterauality Percent Cammenf Treatment 7 Needs Through Volume Volume Volume Water Quality Treatment Facility (aC�S) Innitraiion Infiltrated Treated (ac-ft) (ac-ft) Credit Sand Filter 1 POC ❑ 84.37 ❑ 0.00 Totat Volume Infiltrated 84.37 0.00 0.00 0.00 0.00 0% No Treat Credit Duration Compliance with LO Analysis Standard 8% of 2-yr to 50% of Result = P yr Passed Basin 1 WQ Sizing 10/11/2019 11:01:35 AM Page 16 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. Basin 1 WQ Sizing 10/11/2019 11:01:35 AM Page 15 0.0746 565 837 148 Fail 0.0755 539 821 152 Fail 0.0764 497 801 161 Fail 0.0774 473 782 165 Fail 0.0783 434 768 176 Fail 0.0793 399 746 186 Fail 0.0802 366 734 200 Fail 0.0811 348 719 206 Fail 0.0821 323 707 218 Fail 0.0830 296 681 230 Fail 0.0840 272 665 244 Fail 0.0849 256 650 253 Fail 0.0858 235 638 271 Fail 0.0868 217 616 283 Fail 0.0877 195 603 309 Fail 0.0887 180 593 329 Fail 0.0896 158 577 365 Fail 0.0905 145 561 386 Fail 0.0915 129 544 421 Fail 0.0924 119 530 445 Fail 0.0934 109 517 474 Fail 0.0943 97 499 514 Fail 0.0952 91 482 529 Fail 0.0962 82 471 574 Fail 0.0971 76 464 610 Fail 0.0980 69 458 663 Fail 0.0990 61 455 745 Fail 0.0999 54 447 827 Fail 0.1009 48 443 922 Fail 0.1018 41 429 1046 Fail 0.1027 38 416 1094 Fail 0.1037 33 408 1236 Fail 0.1046 27 402 1488 Fail 0.1056 22 390 1772 Fail 0.1065 21 382 1819 Fail 0.1074 20 369 1845 Fail 0.1084 19 367 1931 Fail 0.1093 17 361 2123 Fail 0.1103 14 350 2500 Fail 0.1112 12 343 2858 Fail 0.1121 9 336 3733 Fail 0.1131 4 331 8275 Fail 0.1140 3 326 10866 Fail 0.1150 3 321 10700 Fail 0.1159 3 316 10533 Fail 0.1168 3 308 10266 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. Basin 1 WQ Sizing 10/11/2019 11:01:35 AM Page 14 Duration Flows Flow(cfs) Predev Mit Percentage Pass/Fail 0.0239 17569 2847 16 Pass 0.0248 16170 2791 17 Pass 0.0257 14970 2729 18 Pass 0.0267 13856 2678 19 Pass 0.0276 12816 2635 20 Pass 0.0286 11811 2590 21 Pass 0.0295 10900 2545 23 Pass 0.0304 10119 2473 24 Pass 0.0314 9383 2419 25 Pass 0.0323 8729 2361 27 Pass 0.0333 8143 2312 28 Pass 0.0342 7597 2244 29 Pass 0.0351 7063 2188 30 Pass 0.0361 6590 2133 32 Pass 0.0370 6147 2089 33 Pass 0.0379 5777 2042 35 Pass 0.0389 5431 1989 36 Pass 0.0398 5097 1945 38 Pass 0.0408 4808 1888 39 Pass 0.0417 4524 1844 40 Pass 0.0426 4252 1806 42 Pass 0.0436 4017 1756 43 Pass 0.0445 3784 1716 45 Pass 0.0455 3548 1673 47 Pass 0.0464 3339 1636 48 Pass 0.0473 3138 1602 51 Pass 0.0483 2952 1561 52 Pass 0.0492 2785 1525 54 Pass 0.0502 2599 1493 57 Pass 0.0511 2447 1456 59 Pass 0.0520 2304 1426 61 Pass 0.0530 2160 1395 64 Pass 0.0539 2024 1363 67 Pass 0.0548 1899 1325 69 Pass 0.0558 1790 1301 72 Pass 0.0567 1688 1281 75 Pass 0.0577 1586 1250 78 Pass 0.0586 1483 1232 83 Pass 0.0595 1380 1206 87 Pass 0.0605 1292 1181 91 Pass 0.0614 1218 1156 94 Pass 0.0624 1154 1130 97 Pass 0.0633 1098 1098 100 Pass 0.0642 1048 1078 102 Pass 0.0652 997 1055 105 Pass 0.0661 930 1032 110 Pass 0.0671 883 1011 114 Fail 0.0680 837 993 118 Fail 0.0689 789 964 122 Fail 0.0699 743 943 126 Fail 0.0708 713 921 129 Fail 0.0718 668 890 133 Fail 0.0727 630 866 137 Fail 0.0736 595 849 142 Fail Basin 1 WQ Sizing 10/11/2019 11:01:35 AM Page 13 4 0.1118 0.2882 5 0.1051 0.2701 6 0.0935 0.2698 7 0.0921 0.2594 8 0.0876 0.2340 9 0.0827 0.2280 10 0.0783 0.2009 11 0.0742 0.1961 12 0.0732 0.1919 13 0.0719 0.1803 14 0.0711 0.1744 15 0.0668 0.1634 16 0.0656 0.1608 17 0.0649 0.1603 18 0.0584 0.1574 19 0.0570 0.1560 20 0.0565 0.1553 21 0.0531 0.1545 22 0.0523 0.1490 23 0.0522 0.1467 24 0.0516 0.1462 25 0.0511 0.1435 26 0.0479 0.1404 27 0.0474 0.1374 28 0.0469 0.1318 29 0.0451 0.1311 30 0.0421 0.1293 31 0.0411 0.1274 32 0.0407 0.1240 33 0.0405 0.1217 34 0.0404 0.1202 35 0.0401 0.1126 36 0.0396 0.1052 37 0.0386 0.1040 38 0.0378 0.1026 39 0.0370 0.0967 40 0.0369 0.0951 41 0.0355 0.0950 42 0.0355 0.0914 43 0.0349 0.0855 44 0.0342 0.0827 45 0.0332 0.0805 46 0.0331 0.0774 47 0.0327 0.0768 48 0.0323 0.0706 49 0.0315 0.0706 50 0.0310 0.0703 51 0.0296 0.0681 52 0.0289 0.0661 53 0.0268 0.0615 54 0.0249 0.0594 55 0.0211 0.0328 56 0.0200 0.0189 57 0.0188 0.0135 58 0.0187 0.0123 59 0.0124 0.0000 60 0.0066 0.0000 61 0.0045 0.0000 Basin 1 WQ Sizing 10/11/2019 11:01:35 AM Page 11 1959 0.041 0.104 1960 0.071 0.154 1961 0.040 0.083 1962 0.025 0.000 1963 0.034 0.091 1964 0.045 0.071 1965 0.032 0.077 1966 0.031 0.019 1967 0.065 0.228 1968 0.040 0.085 1969 0.040 0.147 1970 0.033 0.105 1971 0.035 0.156 1972 0.078 0.163 1973 0.036 0.071 1974 0.039 0.066 1975 0.052 0.192 1976 0.038 0.132 1977 0.004 0.033 1978 0.033 0.155 1979 0.020 0.012 1980 0.074 0.234 1981 0.030 0.161 1982 0.057 0.288 1983 0.051 0.120 1984 0.032 0.077 1985 0.019 0.081 1986 0.083 0.149 1987 0.073 0.174 1988 0.029 0.062 1989 0.019 0.000 1990 0.153 0.368 1991 0.092 0.270 1992 0.036 0.113 1993 0.037 0.070 1994 0.012 0.000 1995 0.053 0.122 1996 0.112 0.160 1997 0.093 0.137 1998 0.021 0.140 1999 0.088 0.129 2000 0.037 0.095 2001 0.007 0.068 2002 0.040 0.259 2003 0.052 0.013 2004 0.067 0.400 2005 0.048 0.157 2006 0.056 0.131 2007 0.114 0.307 2008 0.146 0.270 2009 0.072 0.180 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1530 0.3996 2 0.1465 0.3680 3 0.1135 0.3069 Basin 1 WQ Sizing 10/11/2019 11:01:35 AM Page 10 Analysis Results POC 1 Pe�c�r.t Tima �v^®ceding + Predeveloped Predeveloped Landuse Totals for POC #1 Total Pervious Area: 1.623 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0 Total Impervious Area: 0.59 �t t.wslQ.Q ProheLAiy oai ooi ocm Dail JE + 1 E li M n >e T9 p No as 9A 49 3.5 1 x Mitigated Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.047718 5 year 0.074942 10 year 0.090371 25 year 0.106716 50 year 0.116831 100 year 0.125434 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.145152 5 year 0.234021 10 year 0.283475 25 year 0.334484 50 year 0.365087 100 year 0.390397 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.047 0.127 1950 0.058 0.196 1951 0.105 0.146 1952 0.033 0.103 1953 0.027 0.095 1954 0.041 0.059 1955 0.066 0.144 1956 0.052 0.124 1957 0.042 0.201 1958 0.047 0.097 Basin 1 WQ Sizing 10/11/2019 11:01:04 AM Page 9 3.3444 0.025 0.055 2.894 0.029 3.3833 0.025 0.056 2.960 0.030 3.4222 0.026 0.057 3.024 0.030 3.4611 0.026 0.058 3.087 0.030 3.5000 0.026 0.059 3.149 0.030 3.5389 0.026 0.060 3.210 0.031 Basin 1 WQ Sizing 10/11/2019 11:01:04 AM Page 8 1.0889 0.013 0.012 0.000 0.016 1.1278 0.013 0.012 0.000 0.016 1.1667 0.014 0.013 0.000 0.016 1.2056 0.014 0.014 0.000 0.016 1.2444 0.014 0.014 0.000 0.016 1.2833 0.014 0.015 0.000 0.017 1.3222 0.014 0.015 0.000 0.017 1.3611 0.014 0.016 0.000 0.017 1.4000 0.015 0.016 0.000 0.017 1.4389 0.015 0.017 0.000 0.018 1.4778 0.015 0.018 0.000 0.018 1.5167 0.015 0.018 0.000 0.018 1.5556 0.015 0.019 0.000 0.018 1.5944 0.016 0.019 0.000 0.019 1.6333 0.016 0.020 0.000 0.019 1.6722 0.016 0.021 0.000 0.019 1.7111 0.016 0.021 0.000 0.019 1.7500 0.016 0.022 0.000 0.020 1.7889 0.016 0.023 0.000 0.020 1.8278 0.017 0.023 0.000 0.020 1.8667 0.017 0.024 0.000 0.020 1.9056 0.017 0.025 0.000 0.021 1.9444 0.017 0.025 0.000 0.021 1.9833 0.017 0.026 0.000 0.021 2.0222 0.018 0.027 0.000 0.021 2.0611 0.018 0.027 0.000 0.022 2.1000 0.018 0.028 0.000 0.022 2.1389 0.018 0.029 0.000 0.022 2.1778 0.018 0.030 0.000 0.022 2.2167 0.019 0.030 0.000 0.022 2.2556 0.019 0.031 0.000 0.023 2.2944 0.019 0.032 0.000 0.023 2.3333 0.019 0.033 0.000 0.023 2.3722 0.020 0.033 0.000 0.023 2.4111 0.020 0.034 0.000 0.024 2.4500 0.020 0.035 0.000 0.024 2.4889 0.020 0.036 0.000 0.024 2.5278 0.020 0.036 0.049 0.024 2.5667 0.021 0.037 0.182 0.025 2.6056 0.021 0.038 0.361 0.025 2.6444 0.021 0.039 0.572 0.025 2.6833 0.021 0.040 0.804 0.025 2.7222 0.021 0.041 1.046 0.026 2.7611 0.022 0.041 1.284 0.026 2.8000 0.022 0.042 1.509 0.026 2.8389 0.022 0.043 1.710 0.026 2.8778 0.022 0.044 1.879 0.027 2.9167 0.023 0.045 2.013 0.027 2.9556 0.023 0.046 2.114 0.027 2.9944 0.023 0.047 2.192 0.027 3.0333 0.023 0.048 2.300 0.028 3.0722 0.023 0.049 2.382 0.028 3.1111 0.024 0.050 2.462 0.028 3.1500 0.024 0.051 2.539 0.028 3.1889 0.024 0.051 2.614 0.028 3.2278 0.024 0.052 2.686 0.029 3.2667 0.025 0.053 2.757 0.029 3.3056 0.025 0.054 2.826 0.029 Basin 1 WO Sizing 10/11/2019 11:01:04 AM Page 7 x RECEIVED MAR 2 8 2019 COM UrryNfNDEV ORAL PMEW Technical Information Report PREPARED FOR: Mac Hoover Christ's Church 941 SOLIth Dash Point Road Federal Way, VVA 98003-3795 PROJECT : Christ's Church Addition 941 S. Dash Pt. Rd. 2180539.10 PREPARED BY., Michael Lesmeister, EIT Project Engineer REVIEWED BY: Adam Barnett, PE Project Engineer Todd C. Sawin, PE, DBIA, LEED AP Principal DATE: November 2018 Civil Engineers 9 Structural Engineers • Landscape Architects • Community Planners • Land Surveyors 1112112018 I hereby state that this Technical Information Report for Christ's Church Addition has been prepared by me or under my supervision, and meets the standard of care and expertise. that is usual and customary in this community for professional engineers. I understand that City of Federal Way does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities prepared by me. Technical Information Report PREPARED FOR: Mac Hoover Christ's Church 941 South Dash Point Road Federal Way, WA 98003-3795 PROJECT Christ's Church Addition 941 S. Dash Pt. Rd 2180539.10 PREPARED BY. - Michael Lesmeister, EIT Project Engineer REVIEWED BY: Adam Barnett, PE Project Engineer Todd C. Sawin, PE, DBIA, LEED AP Principal DATE: November 2018 Table of Contents Section Page 1.0 Project Overview..........................................................................................---...............................1 1.1 Purpose and Scope ................. —................................................................... ,................... .. 1 1.2 Existing Conditions................................................................................ 2 1.3 Post Development Conditions ............................................ :..................................................... .. 2 1.4 Drainage Basins..................................................................................................................2 1.5 Wetland Protection......................................................:.............:......................---..................2 2.0 Conditions and Requirements Summary.................................................................................... 2 2.1 Core Requirements............................................................................................................. 2 2.1.1 CRA Discharge at the Natural Location................................................................ 2 2.1.2 CR-2 Offsite Analysis........................................................................................_.... 20 2.1.3 CR-3 Flow Control..................................................................................................... 2 2.1.4 CR-4 Conveyance System ............................................... ... ............................. 3 2.1.5 CR-5 Erosion and Sediment Control....................................................._......_......... 3 2.1.6 CR-6 Maintenance and Operations.................................................._..................... 3 2.1.7 CR-7 Financial Guarantees and Liability............................................................... 3 2.1.8 CR-8 Water Quality................................................................................................. 3 2.2 Special Requirements.......................................................................................................... 3 2.2.1 SR-1 Other Adopted Area Specific Requirements..........................................:.:....1 3 2.2.2 SR-2 Floodplain/Floodway Delineation.................................................................. 3 2.2.3 SR-3 Flood Protection Facilities.............................................................................. 3 2.2.4 SR-4 Source Controls............................................................................................ 3 2.2.5 SR-5 Oil Control.....................................................................................................4 2.3 Notice and Decisions............................................................................_............................. 4 3.0 Offsite Analysis.............................................................................................................................. 4 3.1 Task 1 — Study Area Definition and Map................................................................................. 4 3.2 Task 2 —Resource Review ...................... :.... :.......:.......:.............:..............:....:..................... 4 3.3 Task 3 — Field Inspection............................................................................._...._................ 4 3.4 Task 4 — Drainage System Description and Problem Descriptions .................................... 5 4.0 Flow Control and Water Quality Facility Analysis and Design..................................................5 4.1 Existing Site Hydrology..................................................................................::................... 5 4.2 Performance Standards...................................................................................................... 5 Technical Information Report 131000 Christ's Church Addition 2180539.10 I 4.2.1 Flow Control........................................................................................................... 5 4.2.2 Water Quality............................................................:.............................................. 6 4.3 Developed Site Hydrology................................................................................................... 6 5.0 Conveyance System Analysis and Design..................................................................................7 6.0 Geotechnical Report ......................................................................................................................8 7.0 Other Permits.................................................................................................................................8 8.0 CSWPPP Analysis and Design..................................................................................................... 8 9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant ....................................... 9 10.0 Operations and Maintenance Plan............................................................................................... 9 11.0 Conclusion....................................................................................................................................10 F1 Technical Information Report IMEDO13 Christ's Church Addition 2180539.10 Appendices Appendix A Exhibits A-1............. Geotechnical Report Appendix B Figures B-1............. Grading/Drainage and TESC Plans B-2............. Vicinity Map B-3............. Water Quality Applications Map B-4............. Water Quality Basin Map B-5............. Flow Control Applications Map B-6............. Flow Control Basin Map B-7....... ,..... Flood Insurance Rate Map Appendix C Exhibits C-1............. Downstream Analysis C-2............. Detention Pond / Large Sand Filter WWHM Reports Technical Information Report (OME)a Christ's Church Addition 2180539.10 1.0 Project Overview The Christ's Church Addition project includes the construction of a new, approximately 15,000- square foot multipurpose facility, along with associated parking and pedestrian access facilities. The existing gravel parking lot will be converted to asphalt. All proposed onsite and offsite improvements have been designed to meet the 2016 King County Surface Water Design Manual (KCSWDM), as adopted by City of Federal Way. The goal is for the developed site hydrology to mimic the pre -developed hydrology to reduce the project's impact to the surrounding area. Proposed impervious areas include both pollution and non -pollution generating surfaces. Pollution generating impervious surfaces (PGIS) include the parking lot improvements. Non - pollution generating impervious surfaces (NPGIS) include the roof of the new 15,000-square foot facility and associated walkways. The proposed design mitigates stormwater runoff and treats polluted water by using a combined detention pond/large sand filter system. All stormwater generated by the new development will be collected and conveyed to the facility. Stormwater will enter the facility and pass through the sand filter. Storage volume is provided above the filter and a control structure is provided at the facility outlet to mitigate flow rates from the facility. The project site is situated in a Conservation Flow Control Area per the Federal Way Flow Control Application Map and, as such, the detention volume and flow control structure have been designed to provide Level 2 flow control per the requirements set forth for Conservation Flow Control Areas in the KCSWDM. Discharged runoff is conveyed to the storm sewer located under Dash Point Road and eventually is conveyed to Cold Creek, 0.35 mile downstream of the project site. No frontage improvements are proposed with this development. 1.1 Purpose and Scope These plans and report are provided as part of the Land Use Review Application. The project is located on Parcel No 0521049092 in Federal Way, Washington. The property is currently developed and contains three permanent structures and two temporary structures, as well as associated parking and pedestrian access facilities. A small stormwater pond provides flow control for the southwest building and a shallow grass -lined swale provides treatment for the parking lot improvements that were constructed in the spring of 2003. This project proposes to remove the two temporary buildings and construct a multipurpose building, along with associated access, parking, landscape, utilities, and stormwater facilities. Onsite improvements include the approximately 15,000-square foot multipurpose building, conversion of the gravel parking lot to asphalt, concrete walks, associated landscape areas, and stormwater facilities to mitigate the impacts of the proposed improvements. Water and sewer connections will be made to the existing mains onsite. Stormwater management is to comply with the 2016 KCSWDM, as adopted by City of Federal Way. Per the KCSWDM, Conservation Flow Control and Enhanced Basic Water Quality Menus will apply to the proposed development. Technical Information Report IMIDGM Christ's Church Addition 1 2180539.10 1.2 Existing Conditions The site is currently developed and occupied by Christ's Church. The site contains five structures of varying size, parking facilities, concrete walks, landscape areas, a small flow control pond, and a grass -lined treatment swale. The site topography generally slopes from east to west. The elevation change across the site is approximately 30 feet. The site contains 2HAV slopes along its western border. Based on observations from a field investigation conducted on September 28, 2018, and from information gathered from a topographic survey, the site is not at risk of landslide. There appeared to be no other critical areas onsite. For more soils information, refer to the Geotechnical Report included in Appendix A-1 1.3 Post Development Conditions The project proposes to construct a new multipurpose building, along with associated site features. The building will be located in the middle of the project site, with the associated access, parking, and pedestrian access facilities located north and east of the proposed building. The new facility shall be approximately 15,000 square feet. Site features include converting the existing gravel parking lot to asphalt, concrete walks, landscaping, and stormwater facilities. The developed site, including drainage facilities, can be found in Appendix B-1. 0 1.4 Drainage Basins The project site will use the existing drainage basins and maintain the current outfall locations. Refer to the Water Quality Basin Map and Flow Control Basin Map in Appendix B for a visual representation of the drainage basins. 1.5 Wetland Protection The subject site contains no wetlands. 2.0 Conditions and Requirements Summary 2.1 Core Requirements 2.1.1 CR-1 Discharge at the Natural Location The project site has two existing outfall locations. Both outfalls discharge into the conveyance system located under the east side of Dash Point Road. The southern half of the site flows to the southwest outfall and the northern half flows to the northwestern outfall. The outfall locations can be seen on the Water Quality Basin Map and the Flow Control Basin map (Appendices B-4 and B-6). 2.1.2 CR-2 Offsite Analysis Offsite analysis is required for runoff discharging from the existing facilities because flow rates, volumes, and durations may be affected as part of the project improvements. Refer to Section 3.0 for the Level 1 Downstream Analysis performed for the site. 2.1.3 CR-3 Flow Control This project is located in a Conservation Flow Control Area (see Appendix B-5). The proposed detention facility is further discussed in Section 4.0, Flow Control and Water Quality Facility Analysis and Design. Technical Information Report ©Q Christ's Church Addition 2 r 2180539.10 10 2.1.4 CR-4 Conveyance System The proposed conveyance system for this project includes a closed pipe system for general conveyance, which may use a portion of the existing conveyance system. Refer to Section 5.0 for more information on the proposed conveyance system. 2.1.5 CR-5 Erosion and Sediment Control An Erosion and Sediment Control (ESC) Plan and detailed Construction Stormwater Pollution Prevention Plan (CSWPPP) will be provided at a later time. Elements of the ESC Plan are outlined in Section 8.0. 2.1.6 CR-6 Maintenance and Operations The onsite drainage facilities will be maintained by Christ's Church. A detailed Operations and Maintenance Plan will be provided at a later time. 2.1.7 CR-7 Financial Guarantees and Liability All financial guarantee and liability requirements will be provided at a later time. 2.1.8 CR-8 Water Quality The project is located within an Enhanced Basic Water Quality Treatment Area (see Appendix B-3). This treatment menu is intended to provide a cost effective level of treatment. This menu's goal is to reduce total zinc by 50 percent. Large sand filters are proposed at the north and south ends of the site. Design of the treatment facility is further discussed in Section 4.0. 2.2 Special Requirements 2.2.1 SR-1 Other Adopted Area Specific Requirements To our knowledge, no adopted area -specific requirements are applicable to the project site. 2.2.2 SR-2 Floodplain/Floodway Delineation Flood Insurance Rate Map No. 53033C1235 was consulted for this project and did not show any floodplains on the project site (see Appendix B-7). 2.2.3 SR-3 Flood Protection Facilities The project does not contain, will not construct, and is not adjacent to any existing flood protection facilities. As stated in Section 2.2.2, the project site does not include any flood plains. 2.2.4 SR-4 Source Controls The proposed project consists of a multipurpose building, parking lot, and associated pedestrian access; therefore, it does fit the definition of a commercial, industrial, or multifamily site for source control purposes. Following are the proposed measures to be implemented as part of the civil plans: All discharge to the city sewer system (storm and sanitary sewers) requires City of Federal Way approval. All pollutants, including waste materials and demolition debris created onsite during construction, shall be handled and disposed of in a manner that does not cause contamination of surface water. Technical Information Report 101DOM Christ's Church Addition 3 2180539.10 Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and non -inert wastes present onsite (see Chapter 173- 304 WAC for the definition of waste). Maintenance and repair of heavy equipment and vehicles, which may result in discharge or spillage of pollutants to the ground or into surface water runoff, must be conducted using spill prevention measures such as drip pans. Concrete Handling (BMP C151) and Sawcutting and Surface Pollution Prevention (BMP C152) shall be used to prevent or treat contamination of surface water runoff by pH modifying sources. A CSWPPP shall be submitted with final engineering and shall provide details on the control of pollution during construction. 2.2.5 SR-5 Oil Control The project does not fit the definition of a high -use site; therefore, it is not subject to oil control requirements. 2.3 Notice and Decisions 9 All land use decisions will be adhered to pending final engineering approval. 3.0 Offsite Analysis The Christ's Church Addition project is required to provide a Level 1 Downstream Analysis per Section 2.1.3 of the 2016 KCSWDM. Downstream analysis is only required for runoff discharged to the existing conveyance system located in the property's frontage along Dash Point Road. 3.1 Task 1 — Study Area Definition and Map Runoff generated from the proposed site improvements shall eventually discharge to a proposed detention facility. Refer to Section 4.0 for a discussion on how water quality and flow control requirements shall be met. Overflow from the facility shall discharge to the existing conveyance system located along the site's Dash Point Road frontage. The system is in the west side of the road. Once flows enter the conveyance system, runoff flows south through 18-inch corrugated metal pipe for approximately 0.35 mile, past the intersection of South 301$' Street and Dash Point Road, before discharging into Cold Creek. Refer to the Downstream Analysis Map (Appendix C-1) for a representation of the project site's downstream flow path. 3.2 Task 2 — Resource Review The project site and offsite flow path are located within the Lower Puget Sound Basin. Refer to Appendices B-3 and B-5. Per Appendix B-7, the entire downstream study is located in Zone X, which are "areas determined to be outside the 500-year floodplain." No known sensitive areas or erosion concerns are located in the downstream study area. A topographic survey was performed by AHBL on September 20, 2018. A field inspection (described below in Section 3.3) was done to verify the site survey information and to determine the downstream flow path of the project site. GIS mapping and as -built files provided by the City of Federal Way Public Works Department were used, along with the field inspection, to finish the downstream analysis. The GIS files can be seen in Appendix C-1. 3.3 Task 3 — Field Inspection A field inspection of the Christ's Church project site was performed on the afternoon of Friday, September 28, 2018. The inspection confirmed the location of onsite facilities and their outfall Technical Information Report 0000 Christ's Church Addition 4 2180539.10 locations. During the inspection, the offsite conveyance system was followed to its discharge point 0.35 mile downstream into Cold Creek. GIS and as -built information were used to confirm the offsite conveyance system size and location. Site photos can be viewed in Appendix C-1. 3.4 Task 4 — Drainage System Description and Problem Descriptions While under Dash Point Road, runoff flows south through 12-inch concrete pipes. The pipe run tees at the intersection of South 3015t Street and Dash Point Road. After the intersection, runoff continues to flow south through 12-inch concrete pipes until it discharges into Cold Creek, which is tributary to Puget Sound. At the time of the field inspection, the pipes appeared to be free of sediment. The City should continue to maintain the conveyance system to prevent future sediment accrual, which may result in structure overtopping during high flow events. After conducting this analysis, our opinion is that the proposed improvements will not cause adverse impacts on the downstream conveyance system or environment. 4.0 Flow Control and Water Quality Facility Analysis and Design 4.1 Existing Site Hydrology The existing site is composed of two drainage basins. The northern basin experiences fully developed conditions and consists of buildings, concrete walks, landscaped areas, and paved parking areas. Runoff flows into an existing onsite conveyance system that discharges to a grass -lined treatment swale. The swale then discharges to the conveyance system under the east side of Dash Point Road. The south basin contains three structures, concrete walks, and graveled parking areas. With the exception of one building, runoff flows over land to the west onto Dash Point Road, where it enters the conveyance system under the street. The roof runoff from the one structure is tight lined to a small pond that also discharges to the conveyance system under Dash Point Road. Both outfall locations will be preserved as a part of the new development. Refer to Section 3.0 for a downstream analysis. The basin was modeled under forested conditions with flat, Type C soils. These assumptions were made to produce a conservative design. Modeling flat, Type C soils for the pre -developed condition produces lower flow rates, and thus a slightly larger pond, when compared to models conducted with higher slopes and better soil types. The model may be revised after land use review to produce a slightly smaller facility. Table 1: Pre -Developed Basin Basin ID Land Use Cover Slope Acres Hydrologic Soil Group P1 Forest Flat 1.40 C Total 1.40 4.2 Performance Standards 4.2.1 Flow Control Per the Flow Control Applications Map (Appendix B-5), the project site is located in a Conservation Flow Control Area. The developed site hydrology has been designed to meet historic durations for 50 percent of the 2-year through 100 percent of the 50-year peak events, and also to match the 2-year and 10-year peak event flows with the use of open to air detention ponds. Detailed analysis of the flow control system for the proposed basins can be found in Section 4.3 Technical Information Report 101000 Christ's Church Addition 5 2180539.10 4.2.2 Water Quality As mentioned in Section 2.1.8, the project site is located within an Enhanced Basic Water Quality Treatment Area; therefore, this project is only subject to the Enhanced Basic Water Quality Menu per Section 1.2.8, Core Requirement 8, Water Quality, of the KCSWDM. As a condition of development, this menu will be applied to all new and existing pollution generating surfaces in order to mitigate the environmental impacts of the past and new development occurring on the project site. Onsite flows will be treated to the specifications provided by the Enhanced Basic Water Quality standards in Section 6.1.1 of the KCSWDM, using large sand filters. Water Quality calculations can be found in the following basin description. 4.3 Developed Site Hydrology The project proposes to construct a combined detention pond/large sand filter to provide both quality and quantity control to all runoff generated on the proposed site improvements. The Western Washington Hydrology Model (WWHM 2012) was used to size the stormwater facilities. Due to the depth to the infiltrating soil layer, infiltration is not feasible, and therefore the site was modeled in the forested condition with Class C soils. Refer to Appendix A-1 for more soil details. The proposed developed site, including grading and drainage amenities, can be viewed in Appendix B-1. The table below shows the developed site hydrology categorized by land use type and surface area. Table 2: Developed Basin Basin ID D1 Total Land Use Cover Slope Acres Hydrologic Soil Group Landscape Flat 0.04 C Roof Flat 0.61 C Parking Flat 0.59 C Pond N/A 0.15 1.40 C WWHM 2012 was used to size the detention pond and large sand filters. The large sand filters will be constructed with medium grain sand that meets the specifications in the table below: Table 3: Sand Specification Sieve Number Percent Passing 4 95-100 8 70-100 16 40-90 30 25-75 50 2-25 100 <4 200 <2 Source: King County Surface Water Design Manual The large sand filter for Water Quality Basin 1 will be stacked underneath the detention pond so that the top of the sand filter layer is the bottom of detention. The filter servicing Water Quality Technical Information Report 131DO13 Christ's Church Addition 6 2180539.10 5.0 Basin 2 is a standalone facility and discharges to the conveyance system located under Dash Point Road. To size the filter, the criteria listed in the KCSWDM were followed. All sand filters have been designed to treat 95 percent of the runoff volume. For the detention pond sizing, the trapezoidal module in WWHM 2012 was used to match the discharge durations and rates per the requirements of Flow Control Conservation Areas set forth in the KCSWDM. The proposed pond will provide approximately 29,700 cubic feet of storage volume, not including freeboard. This amount exceeds the 28,800 cubic feet required per WWHM. The design pond specifications can be seen in the WWHM Report located in Appendix C-2. Note that the site is currently undergoing a geotechnical evaluation and early findings show the site possesses good potential for deep injection wells, and this option is being studied further. Based on the final results of the evaluation, the pond may be replaced with deep injection wells during site development review. Conveyance System Analysis and Design Based on the 2016 KCSWDM, as adopted by City of Federal Way, per the Addendum to the King County Surface Water Design Manual (Addendum), Section 1.2.4.1, pipe systems must be designed to convey and contain at least the peak runoff rate of the 25-year design storm, and the 100-year storm event will not create or aggravate a severe flooding or erosion problem. o e The onsite conveyance system consists of new storm and roof drain lines. All proposed pipes have been sized to adequately convey anticipated flows for the site. Manning's Equation was used to verify pipe capacities and flow rates for the 25-year and 100-year events. Based on the calculation shown below, 10-inch pipe at a minimum slope of 0.5 percent is adequate for passing the 25-year (0.8747 cfs) and 100-year (1.0635 cfs) flows. Manning Formula Uniform Pipe Flow at Given Slope and Depth Pipe Diameter, do 0.833 ft Manning Roughness, n ? 0.011 Pressure sloe ossibly equal to pi e slope), So 0.005 rise/run Percent of (or ratio to) full depth (100% or 1 if flowing full) 0.800 fraction Results, Flow, 0 1.793 ft^3/s Velocity, v 3.835 ft/s Velocity head, by 0.229 ft Flow Area, A 0.467 ft^2/s Wetted Perimeter, P 1.845 ft Hydraulic Radius 0.253 ft k A z/3 Q = VA V = n P S1/z Technical Information Report [BIBMS Christ's Church Addition 7 2180539.10 6.0 Geotechnical Report A geotechnical engineer from XXX has provided a Geotechnical Engineering Report, dated XXX, outlining their field investigation (see Appendix A-1). This report deems onsite conditions not suitable for infiltration. TO Other Permits Other permits required for the project include, but are not limited to, building permits and a Washington State Department of Ecology (WSDOE) Construction Stormwater General Permit. 8.0 CSWPPP Analysis and Design A complete Construction Stormwater Pollution Prevention Plan (CSWPPP) will be prepared under a separate cover at a later date. The CSWPPP will meet all requirements for the National Pollutant Discharge Elimination System (NPDES) Stormwater Construction Permit issued by WSDOE. The proposed redevelopment will comply with guidelines set forth in the 2016 KCSWDM, as amended by City of Federal Way. The plan shall include erosion/sedimentation control featwres designed to prevent sediment -laden runoff from leaving the site or from adversely affecting critical water resources during construction. The erosion potential of the site is influenced by four major factors: soil characteristics, vegetative cover, topography, and climate. Erosion/sedimentation control is achieved by a combination of structural measures, cover measures, and construction practices that are tailored to fit the specific site. The following measures will be used to control erosion/sedimentation processes, as outlined in Section 1.2.5 of the KCSWDM: Clearing limits: Prior to beginning land disturbing activities, clearing limits must be marked. Clearing limits are shown on the Land Use drawings submitted for this project. 2. Covering Measures: Because source control is the most important form of erosion control, construction practices must adhere to stringent cover requirements. Exposed and unworked soils shall be stabilized with the application of effective Best Management Practices (BMPs) to prevent erosion throughout the life of the project. Perimeter Protection: Perimeter protection to filter sediment from sheet wash shall be located dowhslope of all disturbed areas and shall be installed prior to upslope grading. 4. Traffic Area Stabilization: A stabilized construction entrance shall be installed as the first step of clearing and grading. Sediment removal by washing alone will not be allowed. Sediment Retention: All proposed storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Surface Water Collection: Surface water is expected to be minimal. Dewatering Control: Dewatering during construction is not anticipated. Technical Information Report OB1313 Christ's Church Addition 8 2180539.10 Dust Control: Dust control shall be implemented when exposed soils are dry to the point that wind transport is possible and roadways, drainage ways, or surface waters are likely to be impacted. Flow Control: Surface water from disturbed areas shall follow the natural drainage path of the site. Construction stormwater flows are expected to be low and disturbed areas must be stabilized per the KCSWDM to avoid sediment —laden runoff from leaving the project site. 10. Control Pollutants: Stormwater pollution prevention (SWPPS) measures are required to prevent, reduce, or eliminate the discharge of pollutants to onsite or adjacent stormwater systems or watercourses for construction -related activities. Refer to Section 5.0 of the CSWPPP for this project, submitted under a separate cover. 11. Protection measures shall be applied/installed and maintained to prevent adverse impacts to areas of proposed flow control BMPs within the project site. No known existing flow control BMPs are located on the project site. 12 Protection measures shall be maintained to assure continued performance of their intended function and protect other disturbed areas of the project. No known existing flow control BMPs are located on the project site. o A more detailed narrative on the proposed ESC measures will be included in the CSWPPP that is to be prepared under a separate cover and submitted at a later date. 9.0 Bond Quantities, Facility Summaries, and Declaration of Covenant Bond quantities, facility summaries, and a declaration of covenant will be provided at a later time. 10.0 Operations and Maintenance Plan Below is a brief description of the facilities to be included in the Operation and Maintenance Manual. Detention Pond: The combined detention pond and large sand filter system is used to provide flow control to the developed project site. Runoff is stored in the detention volume provided in this facility, while discharging at a metered rate through a control structure, CB #6. Control Structure/Flow Restrictor: CB #6 is the proposed overflow structure for the new combination detention pond and large sand filter. Catch Basins and Manholes: Catch basins are part of the proposed conveyance system. Unless the catch basin is equipped with a solid cover, stormwater will flow into the catch basin through a grate lid. Some catch basins are used as control structures. Conveyance Pipes and Ditches: Pipes are used to convey stormwater to the proposed combination detention pond and large sand filter. Pipes connecting stormwater structures are sloped so that water flows to the desired destination. Fencing; Fencing is proposed around the new combination detention pond and large sand filter to restrict access into the stormwater facility. Technical Information Report (01003 Christ's Church Addition 9 2180539.10 Access Road: Access roads are proposed to the bottom of the combined detention pond and large sand filter, and to the proposed control structure (CB #6), with a minimum width of 12 feet. Large Sand Filter: The combined stormwater facility features a large sand filter. The facility provides stormwater treatment for the new pollution generating surfaces generated from the proposed development. As stormwater passes through the sand, pollutants are trapped in the small spaces between the sand grains. A detailed Operations and Maintenance Manual will be provided at a later time. 11.0 Conclusion This analysis is based on data and records either supplied to or obtained by AHBL. These documents are referenced within the text of the analysis. The analysis has been prepared using procedures and practices within the standard accepted practices of the industry. AHBL, Inc. Michael Lesmeister, EIT Project Engineer MTL/Isk November 2018 Q:\2018\2180539\WORDPROC\Reports\20181121 Rpt (TIR) 2180539.10.docx Technical Information Report Christ's Church Addition 10 (DID1319 2180539.10 App en disc A Exhibits A-1.................. Geotechnical Report Technical Information Report (Bloom Christ's Church Addition 2180539.10 a s s o c i a t e d e a r t h s c i e n c e s incorporated Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report CHRIST'S CHURCH MULTI -PURPOSE BUILDING Federal Way, Washington Prepared For: CHRIST'S CHURCH Project No. 180458E001 November 28, 2018 a s s o c i a t e d earth scr�ieInces 3 f I C 0 I P a E yal November 28, 2018 Project No. 180458EO01 Christ's Church 941 South Dash Point Road Federal Way, Washington 98003 Attention: Mac Hoover Subject: Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Christ's Church Multi -Purpose Building 941 South Dash Point Road Federal Way, Washington Fl Dear Mr. Hoover: We are pleased to present the enclosed copies of the above -referenced report. This report summarizes the results of our subsurface exploration, geologic hazard, and geotechnical engineering studies, and offers preliminary recommendations for the design and development of the proposed project. We are familiar with the project through discussions with AHBL (civil engineer), our previous study of the site completed in 2002, and on our general knowledge of subsurface conditions in the site vicinity. Our recommendations are preliminary since project plans and construction methods were not available at the time this report was written. We should be allowed to review the recommendations presented in this report and modify them, if needed, once final project plans have been formulated. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. If you should have any questions or if we can be of additional help to you, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington v� Stephen A. Siebert, P.E. Associate Geotechnical Engineer SAS/ms-180458EO01-2 - Projects\20180458\KE\WP Kirkland Office 1911 Fifth Avenue I Kirkland, WA 98033 P 1425.827.7701 F 1425.827.5424 Everett Office 12911 % Hewitt Avenue, Suite 2 1 Everett, WA 98201 P 1425.259.0522 F 1425.827.5424 Tacoma Office 1 1552 Commerce Street, Suite 102 1 Tacoma, WA 98402 P 1 253.722.2992 F 1 253.722.2993 www.aesgeo.com SUBSURFACE EXPLORATION, GEOLOGIC HAZARD, AND PRELIMINARY GEOTECHNICAL ENGINEERING REPORT CHRIST"S CHURCH MULTI -PURPOSE BUILDING Federal Way, Washington Prepared for: Christ's Church 941 South Dash Point Road Federal Way, Washington 98003 Prepared by: Associated Earth Sciences, Inc. 9115th Avenue Kirkland, Washington 98033 425-827-7701 Fax: 425-827-5424 November 28, 2018 Project No. 180458EO01 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration, geologic hazard, and preliminary geotechnical engineering study for the proposed Christ's Church Multi -Purpose Building in Federal Way, Washington. Our recommendations are preliminary since the project is still early in the design phase. The site location is shown on the "Vicinity Map," Figure 1. The approximate locations of explorations completed for this study are shown on the "Site and Exploration Plan," Figure 2. Interpretive exploration logs of the subsurface explorations completed for this study are included in the Appendix. 1.1 PurrLose and Scope The purpose of this study was to provide subsurface data to be used in the design and development of the above -referenced project. Our study included reviewing selected available geologic literature, reviewing previous work onsite, advancing three exploration borings —completing one as a groundwater monitoring well —and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and shallow groundwater. Geotechnical engineering studies were completed to formulate preliminary recommendations related to site preparation and grading, the type of suitable foundations and floors, allowable foundation soil bearing pressures, anticipated foundation and floor settlement, pavement recommendations, drainage considerations, and infiltration feasibility. This report summarizes our current fieldwork and offers preliminary recommendations based on our present understanding of the project. We recommend that we be allowed to review the recommendations presented in this report and revise them, if needed, when a project design has been finalized. 1.2 Authorization This report has been prepared for the exclusive use of Christ's Church and its agents for specific application to this project. Our work was performed in accordance with our scope of work and cost proposal, dated September 10, 2018. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2- Projects �20180458JKEkWP Page 1 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions 2.0 PROJECT AND SITE DESCRIPTION The project site is the existing church complex located at 941 South Dash Point Road in Federal Way, Washington, as shown on the attached "Vicinity Map" (Figure 1) (King County Parcel No. 0521049092). The complex occupies approximately 3.7 acres and slopes gently to the west. The area of proposed redevelopment is located at the southern end of the complex that is currently occupied by several modular buildings. This area slopes gently to the north and is bounded to the north by the existing sanctuary building, to the west by an asphalt -paved driveway and to the east and south by existing gravel -surfaced parking areas. Our attached "Site and Exploration Plan" (Figure 2) illustrates the property boundaries and various existing features. Based on conversations with the civil engineer (AHBL) we understand that the proposed project will involve relocation of the existing modular buildings and construction of.a new two-story multi -purpose building having a footprint of about 16,000 square feet. We understand that the new building could have a below -grade level that daylights toward the existing sanctuary building on the north. As part of the project, we understand that the existing adjacent gravel surfaced parking areas could be covered with asphalt pavement. We also understand that the potential for stormwater infiltration to manage runoff is being considered. 3.0 SUBSURFACE EXPLORATION Our field study included advancing three exploration borings completed on October 18 and 19, 2018 with one completed as a groundwater monitoring well. In addition we also reviewed the logs from previous exploration pits completed by Associated Earth Sciences, Inc. (AESI) at the site in March 2002. The conclusions and recommendations presented in this report are based on the explorations completed for this study. The number, locations, and depths of the exploration borings were completed within current site and budgetary constraints. 3.1 Exploration Borings The exploration borings were completed by advancing hollow -stem auger tools with a truck -mounted drill rig. During the drilling process, samples were obtained at generally 5-foot-depth intervals. The exploration borings were continuously observed and logged by a representative from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and observation of the samples collected. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458E001-2- Projects k20180458�KE�WP Page 2 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnica/ Engineering Report Federal Way, Washington Project and Site Conditions Disturbed, but representative samples were obtained by using the Standard Penetration Test (SPT) procedure in accordance with American Society for Testing and Materials (ASTM) D-1586. This test and sampling method consists of driving a standard 2-inch, outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free -falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded, and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached exploration boring logs. The samples obtained from the split -barrel sampler were classified in the field and representative portions placed in yvatertight containers. The samples were then transpo;ted to our laboratory for further visual classification and laboratory testing, as summarized in this report. 3.2 Monitoring Well One groundwater monitoring well was installed at the project site in boring EB-3W to allow for documentation and monitoring of groundwater levels below the site. The well consists of 2-inch diameter polyvinyl chloride (PVC) Schedule-40 well casing with threaded connections. The lower 10 feet of the well is a finely slotted (0.010-inch machine slot) well screen to permit water inflow. The annular space around the well screen was backfilled with silica sand, and the upper portion of annulus was sealed with bentonite chips and grout. A steel flush mount monument was placed over the top of the wellhead for protection. The as -built configuration of this well is illustrated on the boring log in the Appendix. Subsequent to the well installation, the well was developed and a pressure transducer with automatic data logger was installed in the well to meaure the water level. The monitoring well was completed to a depth of 100 feet below the surface with the bottom 10 feet screened in Vashon advance outwash sediments. No groundwater was observed at the time of drilling. 4.0 SUBSURFACE CONDITIONS Subsurface conditions at the project site were inferred from the field explorations accomplished for this study, review of our previous explorations, visual reconnaissance of the site, and review of selected applicable geologic literature. Because of the nature of exploratory work below ground, extrapolation of subsurface conditions between field explorations is November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2- Projects �20180458�KEJWP Page 3 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnica/ Engineering Report Federal Way, Washington Project and Site Conditions necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. The general distribution of geologic units is shown on the exploration logs. The explorations typically encountered Vashon-age native sediments consisting of medium dense grading to very dense lodgement till, Vashon advance outwash, or Vashon lodgement till/Vashon advance outwash transitional (transitional) sediments. Review of a regional geologic map (Geologic Map of Poverty Bay Quadrangle 7.5', King and Pierce Counties, Washington, U.S. Geological Survey (USGS), prepared by Booth et al., 2004) indicates that the subject site is underlain by Vashon lodgement till with Vashon advance outwash mapped nearby. Our interpretation of the sediments encountered in our explorations is in general agreement with the regional geologic mapping. 9 4.1 StratigraphY Crushed Rock Existing crushed rock material was encountered at the surface of all our recent exploration borings. The crushed rock had a measured thickness of approximately 6 to 9 inches below existing ground surface. Observed crushed rock thicknesses are shown on the attached subsurface exploration logs. Fill While not observed in our recent explorations, existing fill soils were encountered to a maximum depth of 6 feet during our March 2002 explorations. Fill soils on the project site are likely present and likely originated during initial grading of the project area. Fill is also expected in unexplored areas of the site, such as in existing utility trench areas and at previously graded landscaped areas. Existing fill soils are likely variable in density and composition, not suitable for foundation support, and may require mitigation for pavement or slab -on -grade floor support. Excavated existing fill material may be suitable for reuse in structural fill applications if such reuse is specifically allowed by project plans and specifications, if excessively organic and any other deleterious materials are removed, and if moisture content is adjusted to allow compaction to the specified level and to a firm and unyielding condition. Existing fill is not considered suitable for infiltration of stormwater runoff due to its high variability. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458E001-2- Projects 120180458�KE�WP Page 4 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions Vashon Lodgement Till Natural sediments encountered below the crushed rock fill materials in explorations E13-1, EB-2, and E13-3W generally consisted of medium dense grading to very dense, unsorted, non -stratified, very silty fine to medium sand with variable gravel ranging to hard sandy silt with variable gravel interpreted as Vashon lodgement till. The lodgement till was encountered below surficial crushed rock material and extended to the maximum depths explored in exploration borings E13-1 and E13-2 as well as to a depth of 30 feet in exploration boring E13-3W. The lodgement till observed in our explorations graded from medium dense and light brownish gray with minor to moderate oxidation in the weathered zone near the surface to dense and gray to light brownish gray with depth. Lodgement till was deposited at the base of an active ice sheet and was subsequently compacted by the weight of the overlying glacial ice. Lodgement till typically possesses high -strength and low -compressibility attributes that are favorable for 4upport of foundations, floor slabs, and paving with proper preparation. Excavated lodgement till sediments are suitable for reuse in structural fill applications if specifically allowed by project specifications, and if moisture conditions are adjusted to allow compaction to a firm and unyielding condition at the time of construction. If the moisture content of these sediments is elevated at the time of construction, moisture conditioning of the till could be achieved by spreading out the soil proposed for use as structural fill and aerating it during favorable dry site and weather conditions. Vashon lodgement till is generally considered unsuitable for infiltration of stormwater runoff due to its high fine-grained content and low permeability. Vashon Lodgement Till/Vashon Advance Outwash Transitional Sediments underlying the Vashon lodgement till in exploration E13-3W generally consisted of fine to medium sand with a fines content that ranged from some silt to silty. These sediments have a higher silt content than the underlying Vashon advance outwash and range from till -like diamict to somewhat stratified. We interpreted these sediments as a transitional unit with a grain size somewhere between the typical lodgement till and advance outwash sediments. We do not expect these sediments to be used for structural support or reused as fill due to the depth at which they were encountered. Vashon Advance Outwash Underlying the Vashon lodgement till/Vashon outwash transitional sediments in exploration boring EB-3W, we encountered sediments interpreted as Vashon advance outwash. These sediments generally consisted of dense to very dense, stratified sand with trace to some silt and variable gravel and ranged to very sandy gravel with some silt. These sediments were encountered at a depth of approximately 47 feet below the surface and extended beyond the depths explored where encountered. Advance outwash was deposited by meltwater streams November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2- Projects 120180458JKE�WP Page 5 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions from an advancing ice sheet. We do not expect these sediments to be used for structural support or reused as fill due to the depth at which they were encountered. Where permeable and unsaturated, these sediments are a potentially suitable stormwater infiltration receptor. 4.2_Review of Past_ Explorations Onsite We also reviewed the logs from our previous exploration onsite. The previous on -site explorations consisted of ten exploration pits advanced to depths of 3 to 10 feet below the surface. The previous on -site explorations encountered fill up to 4Y2 feet thick overlying Vashon till to the maximum depth explored of 10 feet. Our interpretation of the soils encountered in our previous explorations are in general agreement with the soils encountered in the current exploration borings. Copies of the exploration logs from our previous work onsite are included in the Appendix and locations are plotted on the "Site and Exploration Plan" (Figure 2). 4.3 Hydrology Groundwater was not encountered in the exploration borings. We anticipate that perched groundwater consisting of interflow may be encountered during the wetter months. Interflow commonly occurs when surface water infiltrates down through relatively permeable soils, such as the existing fill or weathered lodgement till sediments and becomes trapped or "perched" atop a comparatively impermeable barrier, such as the unweathered lodgement till sediments. Groundwater conditions, including depth and duration and quantity of seepage should be expected to vary seasonally, and in response to changes in precipitation, soil grain -size distribution, topography, on- and off -site land usage, and other factors. Groundwater level monitoring is ongoing. Exploration E13-3W was completed as a groundwater monitoring well. Table 1 below contains the well installation details and static water level measured November 2, 2018 Table 1 Well Installation Details Groundwater Level Screened Groundwater Level (ATD) (November 2, 2018) Interval Exploration Location (feet) (feet) (feet) E13-3W I No Groundwater No Groundwater 90-100 ATD = At time of drilling, October 18, 2018 November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2- Projects �20180458JKE�WP Page 6 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Project and Site Conditions 4.4 LaboratorV Test Results Three laboratory grain -size (sieve) analyses were performed on representative selected samples collected from the exploration borings completed for this study. Grain -size tests were completed on samples of Vashon advance outwash for stormwater infiltration feasibility considerations. The grain -size analyses test results are presented in the Appendix. The grain - size analyses test results are summarized in Table 2 with soil descriptions based on ASTM D-2487 Unified Soil Classification System (USCS). The respective fine-grained content for each sample was measured on the No. 200 sieve and is presented in Table 2. Table 2 Summary of Grain -Size Analyses Exploration Depth a Fines Number (feet) Geologic Unit USCS Soil Description Content (%) E13-3W 57.5 Vashon Advance Gravelly, SAND, some Silt (SP-SM) 7.7 Outwash Medium Sand is major constituent. E13-3W 72.5 Vashon Advance Gravelly, SAND, some Silt (SP-SM) 9.3 Outwash Medium Sand is major constituent. E13-3W 82.5 Vashon Advance Very Sandy, GRAVEL, some SILT (GW) 6.1 Outwash Fine Gravel is major constituent. USCS - Unified Soil Classification System %- percent of total weight November 28, 2018 TG/ms-180458E001-2 - Projects 120180458�KEI WP ASSOCIATED EARTH SCIENCES, INC. Page 7 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Geologic Hazards and Mitigations II. GEOLOGIC HAZARDS AND MITIGATIONS The following discussion of potential geologic hazards is based on the geologic, slope, and shallow groundwater conditions as observed and discussed herein. 5.0 LANDSLIDE HAZARDS AND MITIGATIONS Federal Way Revised Code (FWRC) Section 19.05.070 defines Landslide Hazard Areas as slopes with a minimum inclination of 40 percent and a minimum height of 10 feet. Based on our site reconnaissance and review of topographic imagery available online through King County iMap, it is our opinion that the risk of damage to the proposed structures by landsliding is low. This opinion is based on gentle slope inclinations and the presence of dense to very dense soils observed at relatively shallow depths beneath the surface of the site. Based on our review of the City of Federal Way Critical Areas Map (May 2016), it does not appear that the site contains areas that are considered to be governed by regulations associated with Landslide Hazard Areas. 6.0 SEISMIC HAZARDS AND MITIGATIONS Earthquakes occur regularly in the Puget Lowland. Most of these events are small and are not felt by people. However, large earthquakes do occur, as evidenced by the 2001, 6.8-magnitude event; the 1965, 6.5-magnitude event; and the 1949, 7.2-magnitude event. The 1949 earthquake appears to have been the largest in this region during recorded history and was centered in the Olympia area. Evaluation of earthquake return rates indicates that an earthquake of the magnitude between 5.5 and 6.0 is likely within a given 20-year period. Generally, there are four types of potential geologic hazards associated with large seismic events: 1) surficial ground rupture, 2) seismically induced landslides, 3) liquefaction, and 4) ground motion. The potential for each of these hazards to adversely impact the proposed project is discussed below. 6.1 Surficial Ground Rupture The project area is located approximately 15 miles south of the Seattle Fault Zone and within the mapped limits of the Tacoma Fault Zone. November28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458E001-2 - Projects�20180458JKE�WP Page 8 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnica/ Engineering Report Federal Way, Washington Geologic Hazards and Mitigations Seattle Fault Our current understanding of the Seattle Fault suggests that several fault traces are spread across a relatively wide zone. Recent studies by the USGS (e.g., Johnson et al., 1994, Origin and Evolution of the Seattle Fault and Seattle Basin, Washington, Geology, v. 22, p. 71-74 and Johnson et al., 1999, Active Tectonics of the Seattle Fault and Central Puget Sound Washington - Implications for Earthquake Hazards, Geological Society of America Bulletin, July 1999, v. 111, n. 7, p. 1042-1053) have provided evidence of surficial ground rupture along a northern splay of the Seattle Fault. The recognition of this fault is relatively new, and data pertaining to it are limited, with the studies still ongoing. According to the USGS studies, the latest movement of this fault was about 1,100 years ago when about 20 feet of surficial displacement took place. This displacement can presently be seen in the form of raised, wave -cut beach terraces along Alki Point in West Seattle and Restoration Point at the south end of Bainbridge Island. The recurrence interval of movemenj along this fault system is still unknown, althoug4 it is hypothesized to be in excess of several thousand years. Tacoma Fault Geophysical surveys of the Puget Lowland in 1998 suggested the presence of a fault zone along the north side of the Tacoma basin generally between Tacoma and the south end of Hood Canal (Upper Crustal Structure in the Puget Lowland, Washington: Results from 1998 Seismic Hazards Investigation in Puget Sound, Journal of Geophysical Research, v. 106, p. 13,541-13,564, by T.M. Brocher, T. Parsons, R.A. Blakely, N.I. Christiansen, M.A. Fisher, R.E. Wells, and SHIPS Working Group, 2001). More recent studies by the USGS have provided evidence of surficial ground rupture along the Tacoma Fault near Burly, Washington (The Catfish Lake Scarp, Allyn, Washington: Preliminary Field Data and Implications for Earthquake Hazards Posed by The Tacoma Fault, USGS Open -File Report 03-455, by B.L. Sherrod, A.R. Nelson, H.M. Kelsey, T.M. Brocher, R.J. Blakely, C.S. Weaver, N.K. Rountree, S.B. Rhea, and B.S. Jackson, 2003). The recognition of this fault is relatively new, and data pertaining to it is limited, with studies still ongoing. According to the USGS studies, the latest movement of this fault was about 1,100 years ago when several meters of surficial displacement took place. This displacement can presently be seen in the form of raised tidal flats in the Burly Lagoon, Lynch Bay, and North Cove, resulting in the present-day freshwater marshes and forested lowlands. Further evidence of the faulting activity in this system has been seen at Wollochet Bay, where forested areas were inundated by water. Additionally, linear fault scarp features in the ground surface were exposed in recent Light Detection and Ranging (LIDAR) maps. The scarp features are located near Allyn, Washington, and have been described as trending parallel to the Tacoma Fault system. Studies also point to the fault system continuing across the Puget Sound, and it is inferred as continuing through Commencement Bay and the Puyallup River Delta. The slip rate along the Tacoma Fault is November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458EO01-2- Projects �20180458�KE�WP Page 9 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnica/ Engineering Report Federal Way, Washington Geologic Hazards and Mitigations thought to be approximately 2 millimeters per year. However, very little is known about the recurrence interval of earthquakes along the Tacoma Fault. Fault systems in the Puget Sound region have been hypothesized to have reoccurrence intervals in excess of several thousand years. Due to the suspected long recurrence interval, the potential for surficial ground rupture is considered to be low during the expected life of the proposed development. No mitigation efforts beyond complying with the requirements of the local jurisdictions and the 2015 International Building Code (IBC) are recommended for this site. 6.2 Seismically Induced Landslides It is our opinion that the risk of damage to the proposed structures by seismically induced landsliding during a design -level seismic event is low. No quantitative slope stability analysis was completed) and none is warranted for the project as currently proposed, in our opinion. 6.3 Liouefaction Liquefaction is a temporary loss in soil shear strength that can occur when loose granular soils below the groundwater table are exposed to cyclic accelerations, such as those that occur during earthquakes. The observed site soils were relatively dense and unsaturated and are not expected to be prone to liquefaction. A detailed liquefaction hazard analysis was not performed as part of this study, and none is warranted, in our opinion. 6.4 Seismic Site Class (2015 International Building Code) In our opinion, the subsurface conditions at the site are consistent with seismic Site Class "C" in accordance with the 2015 IBC, and the publication ASCE 7-10 referenced therein. 7.0 EROSION HAZARDS AND MITIGATION The definition for an Erosion Hazard Area as presented in Section 19.05.070(1) of the FWRC is as follows: "Erosion hazard areas" are those areas identified by the U.S. Department of Agriculture's (USDA) Natural Resource Conservation Service (NRCS) as having a moderate to severe or severe to very severe rill and inter -rill erosion hazard due to natural agents such as wind, rain, splash, frost action or stream flow, those areas containing the following group of soils when they occur on slopes of 15 percent or greater: Alderwood-Kitsap ("AkF"), Alderwood gravelly sandy loam ("AgD"), Kitsap silt loam ("KpD"), Everett ("EVD"), and Indianola ("InD"), and those areas impacted by shore land and/or stream bank erosion. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458E001-2 - Projects�20180458�KE�WP Page 10 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnica/ Engineering Report Federal Way, Washington Geologic Hazards and Mitigations Review of the NRCS soil survey indicates that the majority of the site consists of Arents, Alderwood material (AmC) of 6 to 15 percent slopes. The Alderwood soil series is consistent with the glacial till soils encountered in our explorations. Based on review of the MRCS, none of the areas on the site meet the criteria for an erosion hazard since none of the slopes are 15 percent or greater. In order to reduce the amount of sediment transported off the site during construction, the following recommendations should be followed. • Silt fencing should be placed around the lower perimeter of all cleared area(s). The fencing should be periodically inspected and maintained as necessary to ensure proper function. • To the extent possible, earthwork -related construction should proceed during the drier periods of the year and disturbed areas should be revegetated as soon as possible. Temporary erosion control measures should be maintained until permanent erosion control measures are established. • Areas stripped of vegetation during construction should be mulched and hydroseeded, replanted as soon as possible, or otherwise protected. During winter construction, hydroseeded areas should be covered with clear plastic to facilitate grass growth. • If excavated soils are to be stockpiled on the site for reuse, measures should be taken to reduce the potential for erosion from the stockpile. These could include, but are not limited to, covering the pile with plastic sheeting, the use of low stockpiles in flat areas, and the use of straw bales/silt fences around pile perimeters. • Interceptor swales with rock check dams should be constructed to divert stormwater from construction areas and to route collected stormwater to an appropriate discharge location. • A crushed -rock -surfaced construction entrance should be provided to reduce the amount of sediment transported off -site on truck tires. ® All stormwater from impermeable surfaces, including driveways and roofs, should be tightlined into approved facilities and not be directed onto or above steeply sloping areas. • Sediment track -out onto City streets shall be avoided. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2 - ProjectsJ20180458�KEJWP Page 11 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations III. PRELIMINARY DESIGN RECOMMENDATIONS 8.0 INTRODUCTION Our explorations indicate that, from a geotechnical engineering standpoint, the proposed project is feasible provided the recommendations contained herein are properly followed. In the vicinity of the proposed new building, our explorations encountered medium dense to very dense glacial soils near the existing grade. Our March 2002 explorations in the vicinity of the proposed building encountered fill soils up to 4 feet deep. If encountered during construction existing fill soils will require removal and replacement with structural fill under new building areas and will require remedial preparation prior to constructing new roads and parking lots. The following report sections provide additional recommendations regarding site preparation, structural fill, grading, foundations, floor support, drainage, infiltration considerations, and pavement recommendations. 9.0 SITE PREPARATION Site preparation of building and paving areas should include removal of all grass, trees, brush, debris, and any other deleterious materials. All existing fill beneath planned foundation areas should be removed. Buried utilities should be removed from planned foundation areas, and should be abandoned in place or removed from below planned new paving. Any depressions below planned final grades caused by stripping activities should be backfilled with structural fill, as discussed under the "Structural Fill" section of this report. Any existing topsoil/grass sod should be stripped from structural areas. After stripping, remaining organics should be removed from structural areas. All soils disturbed by stripping and grubbing operations should be recompacted as described below for structural fill. Once stripping has been completed, any existing fill under areas of new foundations should be addressed. Existing fill should be removed from below areas of planned foundations to expose underlying undisturbed native sediments, followed by restoration of the planned foundation grade with structural fill or controlled density fill (CDF), depending on the required bearing pressures. In areas where overexcavation and replacement with structural fill is required, removal of existing fill should extend laterally beyond the structure's footprint by a distance equal to the depth of overexcavation. For example, if existing fill is removed to a depth of 2 feet below a planned footing area, the excavation should also extend laterally 2 feet beyond the structure's footprint in that area. The required depth of removal should be determined in the field based on actual conditions encountered during excavation. Below planned on -site paving, existing fill should be exposed, proof -rolled, and compacted to a firm and unyielding condition. If yielding conditions are encountered, existing fill would be partially removed and November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458E001-2 - Projects�20180458�KE�WP Page 12 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations replaced with imported structural fill. The depth of replacement of the existing fill below paving should be determined at the time of construction when site -specific field conditions are known. 9.1 Temporary Cut Slopes In our opinion, stable construction slopes should be the responsibility of the contractor and should be determined during construction. For estimating purposes, however, temporary, unsupported cut slopes can be planned at 1.5H:1V (Horizontal:Vertical) in unsaturated existing fill and unsaturated, medium dense weathered lodgement till. Temporary slopes of 1H:1V can be planned in unsaturated, dense to very dense unweathered lodgement till. These slope angles are for areas where groundwater seepage is not present at the faces of the slopes. If ground or surface water is present when the temporary excavation slopes are exposed, flatter slope angles may be required. As is typical with earthwork operations, some sloughing and raveling may occur, and cut slopes may have to be adjusted in the field. In addition, WISHA/OSHA regulations should be followed at all times. 9.2 Site Drainage and Surface Water Control The site should be graded to prevent water from ponding in construction areas and/or flowing into excavations. Exposed grades should be crowned, sloped, and smooth drum -rolled at the end of each day to facilitate drainage. Accumulated water must be removed from subgrades and work areas immediately prior to performing further work in the area. Equipment access may be limited, and the amount of soil rendered unfit for use as structural fill may be greatly increased if drainage efforts are not accomplished in a timely sequence. If an effective drainage system is not utilized, project delays and increased costs could be incurred due to the greater quantities of wet and unsuitable fill, or poor access and unstable conditions. During construction, surface water should be routed away from the site slopes and conveyed to an appropriate discharge location. At no time should uncontrolled surface water flow onto the site slopes. Final exterior grades should promote free and positive drainage away from the proposed new building at all times. Water must not be allowed to pond or to collect adjacent to foundations or within the immediate building area. We recommend that a gradient of at least 3 percent for a minimum distance of 10 feet from the building perimeter be provided, except in paved locations. In paved locations, a minimum gradient of 1 percent should be provided, unless provisions are included for collection and disposal of surface water adjacent to the building. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2- Projects �20180458�KEJWP Page 13 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations 9.3 Site Disturbance Most of the on -site soils contain fine-grained material, which makes them moisture -sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to grade with structural fill. .4 Winter Construction The existing fill material and lodgement till contain substantial silt and are considered highly moisture -sensitive. During winter weather construction, soils excavated onsite will likely require drying during favorable dry weather conditions to allow their reuse in structural fill applications. Care should be taken to seal all earthwork areas during mass grading at the end of each workday by grading all surfaces to drain and sealing them with a smooth -drum roller. Stockpiled soils that will be reused in structural fill applications should be covered whenever wet weather is anticipated. If winter construction is expected, crushed rock fill should be used to provide construction staging areas where exposed soil is present. The stripped subgrade should be observed by the geotechnical engineer, and should then be covered with a geotextile fabric, such as Mirafi 50OX or equivalent. Once the fabric is placed, we recommend using a crushed rock fill layer at least 10 inches thick in areas where construction equipment will be used. Soil cement treatment is another approach to providing a workable site during the winter. We are available to provide a more detailed cement -treatment plan on request and if allowed by the governing jurisdiction. 9.5 Frozen Subgrades If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw, and then be recompacted prior to placing subsequent lifts of structural fill or foundation components. Alternatively, the frozen material could be stripped from the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. 10.0 STRUCTURAL FILL All references to structural fill in this report refer to subgrade preparation, fill type, placement, and compaction of materials, as discussed in this section. If a percentage of compaction is specified under another section of this report, the value given in that section should be used. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2-Projects�20180454KE�WP Page 14 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations For backfill of buried utilities in the right-of-way, the backfill should be placed and compacted in accordance with the City of Federal Way codes and standards. After stripping, planned excavation, and any required overexcavation have been performed to the satisfaction of the geotechnical engineer/engineering geologist, the surface of the exposed ground should be recompacted to a firm and unyielding condition. If the subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain, and should probably not be attempted. In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overexcavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free -draining layer by silt migration from below. After recompaction of the exposed ground is approved, or a free -draining rock course js laid, structural fill may be placed to attain desired grades. Structural fill is defined as non -organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts, with each lift being compacted to 95 percent of ASTM D-1557. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the locations of the perimeter footings before sloping down at a maximum angle of 2H:1V. The contractor should note that any proposed fill soils should be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material at least 72 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive. The existing fill and lodgement till soils encountered at the project site contain substantially more than 5 percent fine-grained material. Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather and dry subgrade conditions. Construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free -draining gravel and/or sand should be used. Free -draining fill consists of non -organic soil, with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction, and at least 25 percent retained on the No. 4 sieve. A representative from our firm should observe the stripped subgrade and be present during placement of structural fill to monitor the work and perform a representative number of in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses, and any problem areas may be corrected at that time. It is important to November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2 - Projects�20180458JKEJWP Page 15 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the client in developing a suitable monitoring and testing program. 11.0 FOUNDATIONS Spread footings may be used for building support when founded directly on medium dense to dense undisturbed native deposits or on structural fill placed above suitable native deposits, as previously discussed. If foundations will be underlain by a combination of very dense native sediments and new structural fill, we recommend that an allowable bearing pressure of 3,000 pounds per square foot (psf) be used for design purposes, including both dead and live loads. If foundations are underlain by very dense lodgement till sediments alone, or very dense lodgement till, and CDF as described in the "Site Preparation" section of this report, an allowable foundation soil bearing pressure of 5,000 psf should be used for design. An increase of one-third may be used for short-term wind or seismic loading. It should be noted that the area bounded by lines extending downward at 1H:1V from any footing must not intersect another footing or filled area. In addition, a 1.5H:1V line extending down from any footing must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. Perimeter footings should be buried at least 18 inches into the surrounding soil for frost protection. However, all footings must penetrate to the prescribed bearing stratum, and no footing should be founded in or above organic or loose soils. Anticipated settlement of footings founded as recommended should be less than 1 inch with differential settlement one-half of the anticipated total settlement. Most of this movement should occur during initial dead load applications. However, disturbed soil not removed from footing excavations prior to concrete placement could result in increased settlements. All footing areas should be observed by AESI prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms to the recommendations contained in this report. Such observation may be required by the City of Federal Way. A perimeter foundation drain system should be provided as discussed under the "Drainage Considerations" section of this report. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and foundations extended down to competent natural soil. Once the base of the excavation is November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045SE001-2-Projectsj20180458jKEkWP Page 16 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations reached, consideration should be given to "armoring" the exposed subgrade with a 6-inch layer of crushed rock to provide a working surface during foundation construction. 11.1 Drainage Considerations Foundations should be provided with foundation drains. Drains should consist of rigid, perforated, PVC pipe surrounded by washed gravel. The drains should be constructed with sufficient gradient to allow gravity discharge away from the proposed buildings. Roof and surface runoff should not discharge into the footing drain system, but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the proposed building to achieve surface drainage. 12.0 FLOOR SUPPORT Floor slabs can be supported on medium dense to very dense native soils, on new structural fill placed above native sediments, or on a minimum of 2 feet of new structural fill where existing fill soils are encountered. Floor slabs should be cast atop a minimum of 4 inches of clean, washed, crushed rock or pea gravel to act as a capillary break. Areas of subgrade that are disturbed (loosened) during construction should be compacted to a non -yielding condition prior to placement of capillary break material. Floor slabs should also be protected from dampness by an impervious moisture barrier at least 10 mils thick. The moisture barrier should be placed between the capillary break material and the concrete slab. 13.0 FOUNDATION WALLS The following preliminary recommendations may be applied to conventional walls up to 8 feet tall. We should be allowed to offer situation -specific input for taller walls. All backfill behind foundation walls or around foundation units should be placed as per our recommendations for structural fill and as described in this section of the report. Horizontally backfilled walls, which are free to yield laterally at least 0.1 percent of their height, may be designed to resist lateral earth pressure represented by an equivalent fluid equal to 35 pounds per cubic foot (pcf). Fully restrained, horizontally backfilled, rigid walls that cannot yield should be designed for an equivalent fluid of 50 pcf. Walls with sloping backfill up to a maximum gradient of 2H:1V should be designed using an equivalent fluid of 55 pcf for yielding conditions or 75 pcf for fully restrained conditions. If parking areas are adjacent to walls, a surcharge equivalent to 2 feet of soil should be added to the wall height in determining lateral design forces. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2- Projects 120180458�KE�WP Page 17 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnica/ Engineering Report Federal Way, Washington Preliminary Design Recommendations As required by the 2015 IBC, retaining wall design should include a seismic surcharge pressure in addition to the equivalent fluid pressures presented above. Considering the site soils and the recommended wall backfill materials, we recommend a seismic surcharge pressure of 11H and 14H psf, where H is the wall height in feet for the "active" and "at -rest" loading conditions, respectively. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the midpoint of the walls. The lateral pressures presented above are based on the conditions of a uniform backfill consisting of excavated on -site soils, or imported structural fill compacted to 90 percent of ASTM D-1557. A higher degree of compaction is not recommended, as this will increase the pressure acting on the walls. A lower compaction may result in settlement of the slab -on -grade or other structures supported above the walls. Thus, the compaction level is critical and must be tested by our firm during placement. Surcharges from adjacent footings or heavy construction equipment must be added to the above values. Perimeter footing drains should be provided for all retaining walls, as discussed under the "Drainage Considerations" section of this report. It is imperative that proper drainage be provided so that hydrostatic pressures do not develop against the walls. This would involve installation of a minimum 1-foot-wide blanket drain to within 1 foot of finish grade for the full wall height using imported, washed gravel against the walls. 13.1 Passive Resistance and Friction Factors Lateral loads can be resisted by friction between the foundation and the natural soils or supporting structural fill soils, and by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with structural fill and compacted to at least 95 percent of the maximum dry density to achieve the passive resistance provided below. We recommend the following allowable design parameters, which include a factor of safety of 1.5: • Passive equivalent fluid = 350 pcf • Coefficient of friction = 0.35 14.0 INFILTRATION FEASIBILITY Generally, our explorations encountered existing fill, Vashon lodgement till, Vashon lodgement till/Vashon advance outwash transitional sediments, and Vashon advance outwash sediments. The site is underlain by existing fill in some locations that is not suitable for use as an infiltration receptor. Native sediments shallower than approximately 30 feet at this site consist November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2-ProjectsJ20180458�KEkWP Page 18 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnica/ Engineering Report Federal Way, Washington Preliminary Design Recommendations of glacially consolidated lodgement till. Lodgement till is not suitable for use as a stormwater infiltration receptor, and therefore conventional shallow infiltration strategies are not feasible at this site. Infiltration is potentially feasible within the transitional or advance outwash sediments, where they are encountered as permeable, unsaturated, and both vertically and horizontally extensive. Based on the grain -size analysis and fines content of these sediments, the advance outwash sediments provide the best potential for infiltration when compared to the transitional sediments. Exploration boring EB-3W extended to a depth of approximately 100 feet and encountered unsaturated advance outwash sediments stratigraphically below the lodgement till and transitional sediments at a depth of approximately 47 feet below existing ground level. Underground Injection Control (UIC) wells would be required to provide infiltration of stormwater into the advance outwash sediments due to the presence of the thick cap of impermeable lodgement till. UIC wells are deep drilled wells designed to inject stormwater into a deep receptor horizon. UIC well systems have the benefit of reducing the amount of stormwater storage that is required, but also carry higher construction costs and long-term maintenance requirements. We are available on request to discuss the possibility of using UIC wells for this project. The design of a UIC well system at this site would include completion of laboratory and aquifer testing, and construction and testing of at least one UIC well during the design phase. If this approach is selected, we would work with the project civil engineer to develop a project approach, scope, and cost for our services. 15.0 PAVEMENT RECOMMENDATIONS The pavement sections included in this report section are for driveway and parking areas onsiite, and are not applicable to right-of-way improvements. At this time, we are not aware of any planned right-of-way improvements; however, if any new paving of public streets is required, we should be allowed to offer situation -specific recommendations. Pavement areas should be prepared in accordance with the "Site Preparation" section of this report. If the stripped native soil or existing fill can be compacted to a firm and unyielding condition, no additional overexcavation is required. Soft or yielding areas should be overexcavated to provide a suitable subgrade and backfilled with structural fill compacted to 95 percent of ASTM D-1557. We anticipate the interior parking lot and aisles will be subject to light traffic loads from passenger vehicles driving and parking. In these light traffic load areas, we recommend a pavement section consisting of 3 inches of hot -mix asphalt (HMA) underlain by 4 inches of crushed surfacing base course. Additionally, we anticipate that select areas of pavement onsite may encounter heavier loading from buses, fire trucks, and garbage trucks, along with November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-180458EO01-2- Projects 120180458�KE�WP Page 19 Subsurface Exploration, Geologic Hazard, and Christ's Church Multi -Purpose Building Preliminary Geotechnical Engineering Report Federal Way, Washington Preliminary Design Recommendations passenger vehicles. In these heavy traffic areas, a minimum pavement section consisting of 4 inches of HMA underlain by 2 inches of crushed surfacing top course and 4 inches of crushed surfacing base course is recommended. The crushed rock will provide improved and consistent drainage, which will extend the service life of the parking lot. The crushed rock courses must be compacted to 95 percent of the maximum density, as determined by ASTM D-1557. All paving materials should meet gradation criteria contained in the current Washington State Department of Transportation (WSDOT) Standard Specifications. Depending on construction staging and desired performance, the crushed base course material may be substituted with asphalt treated base (ATB) beneath the final asphalt surfacing. The substitution of ATB should be as follows: 4 inches of crushed rock can be substituted with 3 inches of ATB, and 6 inches of crushed rock may be substituted with 4 inches of ATB. ATB should be placed over a native subgrade or structural fill subgrade compacted to a minimum of 95 percent relative density, and a 1%- to 2-inch thickness of crushed rock to act as a working surface. If ATB is used for construction access and staging areas, some rutting and disturbance of the ATB surface should be expected. The general contractor should remove affected areas and replace them with properly compacted ATB prior to final surfacing. 16.0 PROJECT DESIGN AND CONSTRUCTION MONITORING Our report is preliminary since only a preliminary project concept was available at the time this report was prepared. We recommend that we be allowed to review project plans when they are completed and to revise the recommendations presented in this report as needed. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation system depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. Construction monitoring services are not part of our currently approved scope of work. November 28, 2018 ASSOCIATED EARTH SCIENCES, INC. TG/ms-18045BE001-2- Projects �20180458JKE�WP Page 20 Christ's Church Multi -Purpose Building Federal Way, Washington Subsurface Exploration, Geologic Hazard, and Preliminary Geotechnical Engineering Report Preliminary Design Recommendations We have enjoyed working with you on this study and are confident these recommendations will aid in the successful completion of your project. If you should have any questions or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington f � Tyler Gilsdorf, G.I.T., CESCL Senior Staff Geologist � rl — Kurt D. Merriman, P.E. Senior Principal Engineer Stephen A. Siebert, P.E. Associate Geotechnical Engineer Attachments: Figure 1: Vicinity Map Figure 2: Site and Exploration Plan Appendix: Exploration Logs (March 2002 Exploration Pits and October 2018 Exploration Borings) Lab Test Results November 28, 2018 TG/ms-18045BE001-2 - Projects120180458JKE�WP ASSOCIATED EARTH SCIENCES, INC. Page 21 •1 � J 1' 1, j �� .` R T Y B P 0 Y A Y _J o j ,+r SITE F "4 -•ram FUD.FR'Ai � ie� tl. Steet bike � ' �JrS S � • i '~. � � r X 16 ii I f n _ t rl ;:� . + 1'31f*{at! ' ai dgraphicrSoci Ej-i eut ed a n I 6 3 a s s o c i a t e d e• ., .. ,� is 0 1000 2000 VICINITY MAP FEET DATA SOURCES/REFERENCES: CHRIST'S CHURCH MULTI -PURPOSE BUILDING l USGS:7.5'SERIESTOPOGRAPHIC MAPS, ESRIII-CUBEDINGS2013 : NOTEBLACK AND WHITE REPRODUCTION OF THIS COLOR FEDERAL WAY, WASHINGTON v KING CO: STREETS, CITY LIMITS 1118, PARCELS 8/18 ORIGINAL MAY REDUCE ITS EFFECTIVENESS AND LEAD TO PROJ NO. FIGURE: LOCATIONS AND DISTANCES SHOWN ARE APPROXIMATE INCORRECT INTERPRETATION 180458E001 JDATE: 11/18 1 i 7 j _�� •,r- I g' fill i S n Kitsap y�1 �• .F ,� - -0 •�'y County o''King County o - j `� .... _ Pierce County � J LEGEND: a s s o c i a t e d o lo SITE N y " Ei i i �= i' i s if c PARCEL s O EXPLORATION BORING (2018) v LI MONITORING WELL (2018) 50 100 EXISTING SITE AND ❑ EXPLORATION PIT (2002) FEET EXPLORATION PLAN NOTE: BLACK AND WHITE CHRIST'S CHURCH DATAKING CO:URCES / TREEREFERENCES: REPRODUCTION OF THIS COLOR FEDERAL WAY, WASHINGTON KING C: STREETS, 1I18, PARCELS 9118, AERIAL PICTOMETRY INT. 2015 ORIGINAL MAY REDUCE ITS 5 EFFECTIVENESS AND LEAD TO PROJ NO. DATE. FIGURE LOCATIONS AND DISTANCES SHOWN ARE APPROXIMATE INCORRECT INTERPRETATION 180458E001 11/18 2 APPENDIX Exploration Logs (3/2002 and 10/2018) and Lab Test Results p Well -graded gravel and Terms Describing Relative Density and Consistency `—� CD . 0 oo GW gravel with sand, little to Densit SPT(2)blows/foot N a, ) o no fines Coarse Very Loose 0 to 4 Loose 4 to 10 ° ° ° ° ° ° ° 00000 o� GP Poorly -graded gravel > o m In vll Grained Soils Medium Dense 10 to 30 Test Symbols 0 o o and gravel with sand, Dense 30 to 50 0 O d 00000 ° ° ° little to no flees Very Dense >50 G =Grain Size N o z ° ° ° ° ° ° ° 2 M = Moisture Content , p , Silty gravel and silty z � o Consistency SPT( blows/foot A = Atterber Limits 0 _ n� GM gravel with sand Very Soft o to 2 C = Chemical Fine- c a e Soft 2 to 4 DID= Dry Density Grained Soils 0W i Medium Stiff 4 to 8 K = Permeability ° o Stiff 8 to 15 N Clayey gravel and Very Stiff 15 to 30 NI GC clayey gravel with sand Hard >30 a �a Component Definitions L o Well -graded sand and s Descdptive Term Size Range and Sieve Number SW sand with gravel, little Boulders Larger than 12" LL to no fines Cobbles 3" to 12" N ` a� Gravel 3" to No. 4 (4.75 mm) ' ' ' " Poorly -graded sand o o >Coarse MI SP and sand with gravel, Gravel 3" to 3/4" Fine Gravel 3/4" to No. 4 (4.75 mm) a o a little to no fines Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) c7 : Z Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) (b 0 P sM Silty sand and Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) o` N silty sand with Fine Sand 4 No. 40 (0.425 mm) to No. 200 (0.075 mm) j o d ILL .:. gravel Silt and Clay Smaller than No. 200 (0.075 mm) LO N NI Sc Clayey sand and (3) Estimated Percentage Moisture Content clayey sand with gravel Component Percentage by Weight Dry - Absence of moisture, Trace <5 dusty, dry to the touch Slightly Moist - Perceptible Silt, sandy silt, gravelly silt, 0 CD MIL silt with sand or gravel Some 5 to <12 moisture Moist - Damp but no visible U) 0 m "' aw Modifier 12 to <30 water Clay of low to medium o v H (silty, sandy, gravelly) Very Moist - Water visible but d CL plasticity; silty, sandy, or not free draining z = ravel) clay, lean clayVery gravelly y' modifier 30 to <50 Wet - Visible free water, usually (silty, sandy, gravelly) from below water table a =— = Organic clay or silt of low Symbols B = OL plasticity Blows/6" or — Sampler portion of 6" p Cement grout o Type f Sampler Type surface seal Elastic silt, clayey silt, silt o MH with micaceous or 2 0" OD Split -Spoon 5 Description (<) seal seal o � � 0 y � diatomaceous fine sand or silt p Sampler P 3.0" OD Split -Spoon Sampler :Filter pack with o o 0 (SPI) 3.25" OD Split -Spoon Ring Sampler (4) :• blank casing Clay of high plasticity, U) o Y CH sandy or gravelly clay, fat Bulk sample 3.0" OD Thin -Wall Tube Sampler section Screened casing ° 7 clay with sand or gravel " (including Shelby tube) .= or Hydrotip with filter pack Grab Sample li�fi Organic clay or silt of o Portion not recovered End cap OH medium to high (tl Percentage by dry weight (4) Depth of round water p g plasticity (2) (SP7) Standard Penetration Test 1 (ASTM D-158&} ATD = At time of drilling (3) Q Static water level (date) In General Accordance with > c Peat, muck and other o) _ a PT highly organic Soils Standard Practice for Description (s) Combined USCS symbols used for O and Identification of Soils (ASTM D-2488) fines between 5% and 12% Classifications of soils in this report are based on visual field and/or laboratory observations, which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System. a s s o c i a t e d J? i earth sciences EXPLORATION LOG KEY FIGURE Al n .v c, In o r a t e d LOG OF EXPLORATION PIT NO. EP-1 N aa) o This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that report for complete interpretation. This summary a plies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Landscaping plants and bark chips 1 Till Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse 2 i subrounded gravel, trace subrounded cobbles. (SM) 3 —' 4 5 6 7 8 Bottom of exploration pit at depth 8 feet 9 No ground water seepage. No caving. 10 11 12 13 14 15 16 17 18 19 Logged by:.1DC Approved by: Christ's Church Federal Way, WA iri�M ■�,L .�I Project No. KE02095A March 2002 LOG OF EXPLORATION PIT NO. EP-2 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI) far the named project and should be read together wtth that report for campfete interpretation. This summary applies only ko the location of this trench at the C time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplf cation of actual conditions encountered. DESCRIPTION 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Weathered Till ^� Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) Till Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) Christ's Church Federal Way, WA Associated Earth Sciences, Inc. Logged by: JDC Project No. KE02095A Approved by: 0 9 ® mi ® March 2002 LOG OF EXPLORATION PIT NO. EP-3 This lag is part of the report prepared by Associated Earth Sciences, Inc. {AESI}for the Hamad prajeat and should be r read together with that repr,' far carnp eta interpretation_ This summary applies only to the location of this trench at the ro time of excavation_ Subsurface conditions may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Crushed Rock Fill FiII 1 Medium dense, moist, light olive -brown, nonstratified, SILTY fine to coarse SAND, little gravel, trace 2 1 cobbles, trace organics. (SM) 3 Remnant Topsoil 4 Medium dense, moist, dark brown, nonstratified, SILTY fine to coarse SAND, little organics, few fine to coarse subrounded Gravel. (SIN) 5 Weathered Till Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to 6 i coarse, subrounded gravel, trace subrounded cobbles. (SM) 7 Till 8 Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse 9 subrounded gravel, trace subrounded cobbles. (SM) 10 -- Bottom of exploration pit at depth 10 feet 11 No ground water seepage. No caving. 12 13 14 15 16 17 18 19 Christ's Church Federal Way, WA Associated Earth Sciences, Inc. Project No. KE02095A Lagged by: JDC Approved by: March 2002 LOG OF EXPLORATION PIT NO. EP-4 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESt) for the named project and should be for This read together with that report complete nterpretation. summary applies only to the location of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are p a simplfication of actual conditions encountered. DESCRIPTION Crushed Rock Fill Fill 1 Medium dense, moist, light olive -brown, nonstratified, SILTY fine to coarse SAND, little gravel, trace cobbles, trace organics. (SM) 2 3 — 4 Remnant Topsoil 5 Medium dense, moist, dark brown, nonstratified, SILTY fine to coarse SAND, little organics, few fine to coarse subrounded gravel, (SW) I Weathered Till 6 Dense, rjoist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to subrounded ❑ravel, trace subrounded cobbles. (&A) 7 Till Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse 8 subrounded gravel, trace subrounded cobbles. (SM) 9 — 10 11 — Bottom of exploration pit at depth 10 feet No ground water seepage. No caving. 12 13 14 15 16 17 18 19 N O N Christ's Church Farlaral Wav WD a c7 Associated Earth Sciences, Inc. Logged by: JDC Project No. KE02095A Approved by: ® ® ® March 2002 a f- U Y LOG OF EXPLORATION PIT NO. EP-5 F CL o This fog is part of the report prepared by Associated Barth Sciences, Inc. (AESI) For the named project and should be read together with that report for complete interpretation. This summary applies only to the location of [his trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are a simplification of actual conditions encountered. DESCRIPTION Grass and Sod Fill 1 Medium dense, moist, light olive -brown, nonstratified, SILTY fine to coarse SAND, little gravel, trace cobbles, trace organics. (SM) 2 3 4 5 6 Weathered Till Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to 7 coarse subrounded gravel, trace subrounded cobbles. (SM) 8 - 910 Bottom of exploration pit at depth 10 feet 11 -- No ground water seepage. No caving. 12 -- I 13 — 14 15 16 17 18 19 nn N O N Christ's Church Federal Way, WA a c� < Associated Earth Sciences, Inc. m Logged by: JDC Project No. KE02095A Approved by: ® ® ® March 2002 LOG OF EXPLORATION PIT NO. EP-6 This log is part of the report prepared by Associated Earth Sciences, Inc. (AE51) for the named project and should be r read [agether with that report for complete interpretation, This summary applies only to the location of this trench at the lime of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Grass and Sod Fill 1 Loose to medium dense, moist, light olive -brown, nonstratified, SILTY fine to coarse SAND, few fine 2 to coarse subrounded gravel, trace subrounded cobbles, trace organics. (SM) 3 4 — 51 6 Weathered Till 7 I Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) 8 + Till 9 Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse 1 subrounded gravel, trace subrounded cobbles. (SM) 10 Bottom of exploration pit at depth 10 feet 11 7 No ground water seepage. No caving. 12 13 14 15 16 17 18 19 20 N O O N n a c� a o Logged by: JDC Approved by; Christ's Church Federal Way, WA Associated Earth Sciences, Inc. 0 &® N 6 Project No. KE02095A March 2002 W, LOG OF EXPLORATION PIT NO. EP-7 1 - 2 3 4 5- 6- 7 8 9- 10 11 12 - 13 - 14 15 - 16 17 18 19 This log is part of the report re pared by Associated Earth Sciences, Inc. (AESI) for the named project and should be read together with that repUfor complete interpretation. This summary a plies only to the location of this trench at the time of excavation. Subsurface conditions may change at this tocatlon with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION Landscaping plants and bark chips Till Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) Bottom of exploration pit at depth 6 feet No ground water seepage. No caving. Logged by: JDC Approved by: Christ's Church Federal Way, WA Associated Earth Sciences, Inc. ®9®®® Project No. KE02095A March 2002 LOG OF EXPLORATION PIT NO. EP-8 This log is part of the report prepared by Associated Earth Sciences, Inc. (AESI] for the named pproject and should be read together with that report for complete interpretation. This summary applies only to the tocation of this trench at the time of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Landscaping plants and topsoil Weathered Till 1 Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) 2 3 -- - - -- — 4 Bottom of exploration pit at depth 3 feet No ground water seepage. No caving. 5 6 � a 7 8 9 10 11 12 13 14 15 16 17 — 18 19 Christ's Church Federal Way, WA Associated Earth Sciences, Inc. Lagged by: JDC Approved by:: Project No. KE02095A March 2002 f LOG OF EXPLORATION PIT NO. EP-9 This lag is part gf the report prepared by Associated Earth Sciences, Inc. {AESI) for the named project and should be read together with that report for camptete interpretation. This summary applies only to the Iocafion of this trench at the Gme of excavation. Subsurface conditions may change at this location with the passage of time. The data presented are o a simplfication of actual conditions encountered. DESCRIPTION Grass and Sod 1 2 3 4 - 5 6 7 8 9 10 11 12 13 14 15 =�16 17 - 18 - 19 Fill Medium dense, moist, light olive -brown, nonstratified, SILTY fine to coarse SAND, little gravel, trace ,cobbles, trace organics, trace brick fragments. (SM) Till Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse subrounded gravel, trace subrounded cobbles. (SM) Bottom of exploration pit at depth 4 feet No ground water seepage. No caving. 0 0 Christ's Church Federal Way, WA Lagged by: Associated Earth Sciences, Inc. Project No. KE02095A Approved by:: M el ?� 1i LJ March 2002 LOG OF EXPLORATION PIT NO. EP-10 This !og is part a€ the report prepared by Associated Earth Sciences, Inc. AESI) for the named project and should be read together with that report for comr lete Enterpretatlon. This summary appIles only to the Iocafion of this ire nch at the time of excavation. Subsurface condi Eons may change at this location with the passage of time. The data presented are a simplfication of actual conditions encountered. DESCRIPTION and Weathered Till 1 Dense, moist, light olive -brown grading to light olive -gray, SILTY fine to coarse SAND, little fine to 2 coarse subrounded gravel, trace subrounded cobbles. (SM) Till --_ _- --- - -- 3 Very dense, moist, light olive -gray, nonstratified, SILTY fine to coarse SAND, little fine to coarse 4 subrounded gravel, trace subrounded cobbles. (SM) -- Bottom of exploration pit at depth 4 feet 5 — No ground water seepage. No caving. 6 1 7 8 - 9 10 11 12 13 14 15 16 17 18 -r 19 Logged by: JDC Approved by: Christ's Church Federal Way, WA Associated Earth Sciences, Inc. 0 0® Ni a 2 Project No. KE02095A March 2002 associated Exploration Lo earth sciences 03 Project Number Exploration Number Sheet in orp - rased 180458E001 EB-2 1of1 Project Name Christ's Church Ground Surface Elevation (ft) _-442 Location Way,.. WA _ Datum _Federal Driller/Equipment EDI / Truck -Rig Date Start/Finish 1 rl/1 q/,1R 1_o/1 A11s_ Hammer Weight/Drop 1 0# / 30" Hole Diameter (in) R inrhac Cn 2 1-� O 7 = — W A N N Blows/Foot n S E `T o a� L o T C7 cn DESCRIPTION o m U 10 20 30 40 Crushed Rock ---6 inches Vashon Lodgment Till Moist, light brownish gray with minor to moderate oxidation, very silty, fine 17 S-1 -• SAND, trace gravel; unsorted (SM). 22 °9 27 5 Moist, light brownish gray, very silty, fine to medium SAND, trace gravel; 17 S-2 • ' • unsorted (SM). 27 a3 36 10 S-3 :' As above; some gravel (SM). 30 . Ole 50- Bottom of exploration boring at 13 feet No groundwater encountered. 15 Sample intervals due to elevated height of drill rig above ground. 20 25 30 35 0 C Ul E 0 z a Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) Q No Recovery M - Moisture Logged by: TG tt ID 3" OD Split Spoon Sampler (D & M) Ring Sample Water Level () Approved by: JHS co V5 ® Grab Sample Q Shelby Tube Sample 1 Water Level at time of drilling (ATD) a a s s o c I a t e d Geologic & onitoring Well Construction Loci earth sciences Project Number Well Number Sheet incorporated 180458EO01 EB-3W 1 1 of 3 Project Name Chrlsfs-Church Location Federal Way. WA Elevation (Top of Well Casing) -450 Surface Elevation (ft) --450 Water Level Elevation Date Start/Finish 1 Qtj 8/1 a 1()/18/18 Drilling/Equipment EDI / Truck - Rig Hole Diameter (in) 8 inches Hammer Weight/Drop 140# / 30" m U N0 m 3` U L E Co 00 cD rn WELL CONSTRUCTION T DESCRIPTION Flush mount monument = Crushed Rock --9 inches Locking well cap Vashon Lodgment Till Concrete seal 0 to 1.5 feet 13 = Moist, light brownish gray with minor oxidation, very silty, fine to 17 :V, medium SAND, some gravel; minor organics; weathered (SM). 16 5 5016" Moist, light brownish gray, very silty, fine to medium SAND, some gravel; unsorted (SM). —10 • • 3/8-inch bentonite chips and native slough 1.5 to 86 feet 50/6" As above. 15 2-inch I.D. PVC casing 0 to 90 feet 24 - Moist, light brownish gray, silty, fine SAND, some gravel; unsorted 27 :' :. (SM). 5015" — 20 Drill cuttings have elevated moisture at —20 feet. 50/2" Moist to very moist, light brownish gray, silty, fine to medium SAND, some gravel; sample may not be representative of depth sampled; low recovery (SM). — 25 50/2" ' Moist, light brownish gray, silty, fine to medium SAND, some gravel; unsorted; broken rock in sampler (SM). — 30 Vashon Lodgment Till / Advance Outwash Transitional 50/6" Moist to very moist, light brownish gray with minor oxidation, silty, fine to medium SAND, some gravel; unsorted; silt coated sand grains (SM). — 35 35 5ols" Moist to very moist, gray and light brownish gray with minor oxidation, silty to some silt, fine to medium SAND, some gravel; unsorted (SM). Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: TG 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q Approved by: JHS ® Grab Sample Shelby Tube Sample 1 Water Level at time of drilling (ATD) s o c i a t e d Geologic & MonitoringWell Construction Log earth sciences aa5 Project Number Well Number Sheet '" Corp or a ted 180458EO01 EB-3W 1 2 of 3 Project Name Christ's Church Location Federal Way, WA Elevation (Top of Well Casing) —450 Surface Elevation (ft) -454 Water Level Elevation Date Start/Finish 1 Wigm 8 1 ri/1 R/1 R Drilling/Equipment EDI / Truck=R,igHole Diameter (in) 8 inchEs HammerWeight/Drop 140# 1" Z U N N 3° U — t E o WELL CONSTRUCTION s 00 �' DESCRIPTION 3/8-inch bentonite chips and native slough 1.5 to 86 feet 35 50/4" Very moist, light brownish gray to gray, fine to medium SAND, some gravel, some silt; somewhat unsorted (SP-SM). -45 2-inch I.D. PVC casing 0 to 90 feet 31 Vashon Advance Outwash 50/2" Very moist, light brownish gray, fine to medium SAND, some gravel, trace to some silt; stratification of finer sand (SP-SM). - 50 b e 30 Very moist, gray and light brownish gray, gravelly, fine to medium 50/6" SAND, some silt; faint stratification (SP-SM). - 55 7 Moist to very moist, light brownish gray, gravelly, fine to medium 27 SAND, some silt; faint stratification (SP-SM). 30 - 60 50/6" Very moist, gray and light brownish gray, fine to medium SAND, some gravel, trace silt; faint stratification (SP). - 65 20 5013" Very moist, gray and light brownish gray, fine to medium SAND, some gravel, trace silt; massive; blowcounts may be overstated, rock stuck in samplertip (SP). -70 3/8-inch bentonite chips and native slough 1.5 to 86 feet 22 Very moist, gray and light brownish gray, gravelly, fine to medium 50/6" SAND, some silt; massive (SP-SM). -75 2-inch I.D. PVC casing 0 to 90 feet s Very moist, gray and light brownish gray,very sandy, GRAVEL, some 50/6" p jib silt; massive (GM). Sampler Type (ST): M 2" OD Split Spoon Sampler (SPT) 0 No Recovery M - Moisture Logged by: TG TJ 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level () Approved by: JHS Grab Sample Shelby Tube Sample 1 Water Level at time of drilling (ATD) s o c i a t e d Geologic & Monitoring Well Construction Log eas earth sciences Project Number Well Number Sheet Incorporated 180458E001 EB-3W 1 3 Of 3 Project Name Christ's Church Location Federal Way, WA Elevation (Top of Well Casing) —450 Surface Elevation (ft) •-450 Water Level Elevation Date Start/Finish 1 f11, 18/18 10/18/18 Drilling/Equipment EDI / Truck - Rig Hole Diameter (in) 8 irtches Hammer Weight/Drop 140#,/ 30" U d) 3' U t m E O � Co T CD W co WELL CONSTRUCTION T DESCRIPTION 14 Moist to very moist, dark gray to dark brownish gray, fine to medium 40 SAND, some gravel, trace to some silt; massive (SP). 50/4" - 85 Colorado silica sand 86 to 100 feet 21 As above. 50/6" - 90 e 10 Moist, gray to light brownish gray, fine to medium SAND, some 50/6" gravel, trace silt; massive (SP). -95 2-inch I.D. PVC well screen 0.010-inch slot width 90 to 100 feet -100 Screw on end cap 50/6" Moist to very moist, gray to light brownish gray, fine to medium Native slough 100 to 100.5 I nnDlten'nirfarte[r tr it ; rrlassive {SP). g e . feet Well completed at 100 feet on 10/18/18. No groundwater encountered. Well tag # BKH 554 05 A10 �15 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: TG m Y OD Split Spoon Sampler (D & M) Ring Sample Q Water Level () Approved by: JHS ® Grab Sample Shelby Tube Sample 1 Water Level at time of drilling (ATD) % Gravel % Sand % Fines % +3" Coarse Fine Coarse Medium Fine Silt I Clay 0.0 6.1 17.7 1 7.7 41.0 19.8 7.7 TEST RESULTS Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) 1.5 100.0 1 100.0 .75 93.9 .375 87.0 #4 76.2 #8 70.0 #10 68.5 #20 55.0 #40 27.5 #60 12.6 #100 9.1 #200 7.7 #270 7.5 Material Descri t{� ia_n gravelly SAND, some silt Atterberg Limits iASTM D 4318) PL= NP LL= NV PI= NP Classification USCS (D 2487)= SP-SM AASHTO (M 145)= A-1-b Coefficients D90= 14.2428 D85= 8.1615 D60= 1.0319 D50= 0.7355 D30= 0.4524 D18= 0.2832 D10= 0.1945 Cu= 5.31 Cc= 1.02 Remarks Collected by: TG Date Received: 10/25/2018 Date Tested: 10/30/2018 Tested By: BN Checked By: SS Title: (no specification provided) Location: Onsite Date Sampled: 10/19/2018 Sample Numbeu EP-3W D pth: 57.5' a s s o c i a t e d Client: Christ's Church e a r t h s c i e n c e s` Project: Christ's Church i n c o r p o r a t e d I' PMiAr.t Mn- 1 RWiR FOOT Finurp f il % Gravel I % Sand % Fines %+3" Coarse Fine Coarse Medium Fine Silt Clay 0.0 11.3 16.7 7.3 35.7 19.7 9.3 TEST RESULTS Opening Percent Spec.* ` Pass? Size Finer (Percent) II (X=Fail) 1.5 100.0 1 100.0 .75 88.7 .375 81.0 #4 72.0 #8 66.0 #10 64.7 #20 54.5 #40 29.0 #60 16.3 #100 12.0 #200 9.3 #270 8.9 (no specification provided) Location: Onsite a s s o c i a t e e a r t h s c i e n c e i n c o r p o r a t e Material Description gravelly SAND, some silt Atterberg Limits (ASTM D 4318 PL= NP LL= NV Pl= Classification USCS (D 2487)= SW-SM AASHTO (M 145)= A-1-b Coefficients D90= 19.6888 D85= 16.6983 D60= 1.1144 D50= 0.7369 D30= 0.4372 D15= 0.2253 D10= 0.0962 Cu= 11.58 Cc= 1.78 Remarks Collected by: TG Date Received: 10/25/2018 Date Tested: 10/30/2018 Tested By: BN Checked By: SS Title: Client: Christ's Church Project: Christ's Church Date Sampled: 10/19/2018 10C 9C 8C 7a iy- W z 6C LL z 5C W 4C W a 3C 2a 1c Particle Size Distribution Report C C O O Q C C C C C C O N 0 O % O V x r� I UU l U I U.I U.UI U.UUI GRAIN SIZE - mm. % +3„ % Gravel % Sand % Fines Coarse Fine Coarse Medium Fine Silt Clay 0.0 14.7 32.9 16.6 19.8 9.9 6.1 TEST RESULTS Opening Percent Spec.' Pass? Size Finer (Percent) (X=Fail) 1.5 100.0 1 100.0 .75 85.3 .375 70.3 #4 52.4 #8 38.6 #10 35.8 #20 22.6 #40 16.0 #60 10.5 #100 7.7 #200 6.1 #270 5.8 Material Description very sandy GRAVEL, some silt Atterberg Limits (ASTM D 4318) PL= NP LL= NV PI= Classification USCS (D 2487)= GW-GM AASHTO (M 145)= A-1-a Coefficients D90= 20.7895 D85= 18.9351 D60= 6.2486 D50= 4.3109 D30= 1.4161 D15= 0.3857 D10= 0.2361 Cu= 26.47 Cc= 1.36 Remarks Collected by: TG Date Received: 10/25/2018 Date Tested: 10/30/2018 Tested By: BN Checked By: SS Title: (no specification provided) Location: Onsite Sample Number: EP-3W Depth: 82.5' 0 a s s o c i a t e d Client: Christ's Church e a r t h s c i e n c e s Project: Christ's Church i n c o r p o rat e d Project No: 180458 EQ Date Sampled: 10/19/2018 App en dix B Figures B-1....................Grading/Drainage and TESC Plans B-2..................... Vicinity Map B-3.............. ...... Water Quality Applications Map B-4.................... Water Quality Basin Map B-5..................... Flow Control Applications Map B-6..................... Flow Control Basin Map B-T................°..Flood Insurance Rate Map ' Technical Information Report Christ's Church Addition 00133 2180539.10 rJ Fnrk tFgnat's Church cdnral Wui PROJECT LOCATION a - �iid�^ L% o �"Slii Bt VICINITY MAP NOT TO SCALE 1200 6th Avenue, Suite 1620, Seattle, WA 98101 C H R I S T' S CHURCH 206.267,2425 TEL B - /� f3mom206.267.2429FAX VICINITY MAP ......L� i %%USCI3\CI IKC\SWFII%Wa[q U a I. mX❑ City of Federal Way Water Quality Applications Map Legend �■ Drainage Basin Boundary Streams w_.... ' City Limits Water Quality Treatment Area Types Enhanced Basic Water Quality ® Treatment Menu Required' Sensitive Lake ,11 Identified Sphagnum Bog Wetlands High density single family, multi -family, commercial, and industrial uses, as well as most roads, are subject to Enhanced Basic Water Quality Treatment Requirements. Map Date: November 2013 SWM Division City of Federal Way 33325 8th Ave S. Federal Way, WA. 98003 (253) 835 - 2700 www.cityoffederalway.com Scale: N 0 0.25 0.5 1 Mile Federal Way This map is intended for use as a graphical representation only. The City of Federal Way makes no warranty as to its accuracy. 0 f y GRAPHIC SCALE 0 25 50 100 1" = 50 FEET 1 � r � r 1 r � 1 Emil S 272nd 51`\ •- FAA Des L r Moir- + ~` F in, , "Lower'; ; 1-7 Green-4., 3 aSln r 11 tRl 312th ST - `.. SW 32�d ST f _ 5 320th ST LU Lower >. s o Pug .' ► f -51 Sord �, Hylebos �W1( 18 NORTySHORE PK`t`I( � Basin � Y -.. _ -s or, a �y f SW 336th ST Creek S 336th ST 1 r 1 f 1 - _ r�` �-•` basin { tCreek 4 I • � r S 348th ST 133rd ST NE f—^ t— Sw �' � I try � • -1 �_ � �� r i �-� E'�. r �� CO r I S' •� v r r PROJECT SITE \eriKe\swm\riowt onrroi\rlowcontrol.mxo l �r City of Federal Way Flow Control Applications Map Legend --Drainage Basin Boundary Streams City Limits Lakes and Wetlands Flow Control Basic Flow Control Areas Conservation Flow Control Areas Flood Problem Flow Control Areas Major Receiving Waters 1. Puget Sound Map Date: February, 2010 SWM Division City of Federal Way 33325 8th Ave S PO Box 9718 Federal Way, WA 98063 (253) 835-2700 www.cityoffederalway.com Scale- " 0 0.25 0.5 1 Mile I crcr w. This map is intended for use as a graphical representation only. The City of Federal Way makes no warranty as to its accuracy. e W2 GRAPHIC SCALE 0 25 50 100 1" = 50 FEET P] rr \ r � r � r 1 FLOW CONTROL BASIN 1 r Z r \ r � r � r Civil Engineers Structural Engineers Landscape Architects ©� Q Q Community fanners � Land Surveyors ors Neighbors T A C O M A' S E A T T L E 2215 Narth 30th Street, Suite 300, Tacoma, WA 98403 253.3812422 FEL 316 Occidental Avenue South, Suite 320, Seattle, WA 98104 206.267.2425 TEL It 15 T4415 AMMA I'S SHOWN ON MAV NI MAKER 530330235 r I MAP NUMM S302XII42 it FL7 W4 •.)is -"thou MwN FIRM UCO IMML OAF[ MAP pm Irk ins 41f RSA F] SX)NjE% F w irl= 3111'a IEM Appendix C Exhibits C-1.................... Downstream Analysis C-2.................... Detention Pond / Large Sand Filter WWHM Reports Technical Information Report CIMOM Christ's Church Addition 2180539.10 41f EX. B10 SWALE ------- Ile 12" 0 CONCRETE PIPE. (TYP) Pe SITE 01 tip L EX. POND DISCHARGE LQCATION 0 lit" I" "i "- " 1Z" O CONCRETE r, i y 4 -Mom .: �r r a, AIHIBIL s `w �Ar �- 12" 0 CONCRETES, PIPE. (TYP) COLD CREEK .� v COLD CREEK ~� e x. I" "i = " IQ i-1111-orm-aOi 0 allit l DETENTION POND FACILITIY MEETS LVL 2 FLOW CONTROL. SEE PAGE 13 FOR DURATION ANALYSIS AND FLOW FREQUENCIES BELOW. PRE -DEVELOPED LANDUSE TOTAL PERVIOUS AREA: 1.40 AC TOTAL IMPERVIOUS AREA: 0.00 AC DEVELOPED LANDUSE TOTAL PERVIOUS AREA: 0.04 AC TOTAL IMPERVIOUS AREA: 1.36 AC PREDEVELOPED FLOW FREQUENCIES (CFS) 2-YEAR: 0.041161 5-YEAR: 0.064645 10-YEAR: 0.077954 25-YEAR: 0.092054 50-YEAR: 0.100778 100-YEAR: 0.108199 DEVELOPED FLOW FREQUENCIES (CFS) 2-YEAR: 0.026401 5-YEAR: 0.0415,07 10-YEAR: 0.053903 25-YEAR: 0.072619 50-YEAR: 0.088996 100-YEAR: 0.107651 i General Model Information Project Name: 20181024 Detention Sizing Site Name: Christ's Church Site Address: City: Federal Way Report Date: 10/26/2018 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2018/07/12 Version: 4.2.15 POC Thresholds 0 Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year a 20181024 Detention Sizing 10/26/2018 1:04:49 PM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Flat 1.4 Pervious Total 1.4 Impervious Land Use acre Impervious Total 0 Basin Total 1.4 Element Flows To: Surface I nterflow , Groundwater 024 Detention Sizing 10/26/2018 1:04:49 PM Page 3 Mitigated Land Use Basin 1 Bypass: GroundWater: Pervious Land Use C, Lawn, Flat Pervious Total Impervious Land Use ROOF TOPS FLAT PARKING FLAT POND Impervious Total Basin Total Element Flows To: Surface Trapezoidal Pond 1 No No acre 0.04 0.04 acre 0.61 0.6 0.15 1.36 1.4 Interflow Trapezoidal Pond 1 Groundwater . 20181024 Detention Sizing 10/26/2018 1:04:49 PM Page 4 Routing Elements Predeveloped Routing 20181024 Detention Sizing 10/26/2018 1:04:49 PM Page 5 Mitigated Routing Trapezoidal Pond 1 Bottom Length: 99.00 ft. Bottom Width: 99.00 ft. Depth: 3.5 ft. Volume at riser head: 0.6603 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: 2.5 ft. Riser Diameter: 18 in. Notch Type: Rectangular Notch Width: 0.024 ft. Notch Height: 1.069 ft. Orifice 1 Diameter: 0.795 in. Elevation:0 ft. Element Flows To: Outlet 1 Outlet 2 Pond Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.225 0.000 0.000 0.000 0.0389 0.226 0.008 0.003 0.000 0.0778 0.227 0.017 0.004 0.000 0.1167 0.228 0.026 0.005 0.000 0.1556 0.229 0.035 0.006 0.000 0.1944 0.230 0.044 0.007 0.000 0.2333 0.231 0.053 0.008 0.000 0.2722 0.232 0.062 0.008 0.000 0.3111 0.233 0.071 0.009 0.000 0.3500 0.234 0.080 0.010 0.000 0.3889 0.235 0.089 0.010 0.000 0.4278 0.236 0.098 0.011 0.000 0.4667 0.237 0.108 0.011 0.000 0.5056 0.239 0.117 0.012 0.000 0.5444 0.240 0.126 0.012 0.000 0.5833 0.241 0.135 0.013 0.000 0.6222 0.242 0.145 0.013 0.000 0.6611 0.243 0.154 0.013 0.000 0.7000 0.244 0.164 0.014 0.000 0.7389 0.245 0.173 0.014 0.000 0.7778 0.246 0.183 0.015 0.000 0.8167 0.247 0.193 0.015 0.000 0.8556 0.248 0.202 0.015 0.000 0.8944 0.250 0.212 0.016 0.000 0.9333 0.251 0.222 0.016 0.000 0.9722 0.252 0.231 0.016 0.000 1.0111 0.253 0.241 0.017 0.000 1.0500 0.254 0.251 0.017 0.000 1.0889 0.255 0.261 0.017 0.000 1.1278 0.256 0.271 0.018 0.000 1.1667 0.257 0.281 0.018 0.000 1.2056 0.259 0.291 0.018 0.000 20181024 Detention Sizing 10/26/2018 1:04:49 PM Page 6 1.2444 0.260 0.301 0.019 0.000 1.2833 0.261 0.311 0.019 0.000 1.3222 0.262 0.322 0.019 0.000 1.3611 0.263 0.332 0.020 0.000 1.4000 0.264 0.342 0.020 0.000 1.4389 0.266 0.352 0.020 0.000 1.4778 0.267 0.363 0.021 0.000 1.5167 0.268 0.373 0.023 0.000 1.5556 0.269 0.384 0.024 0.000 1.5944 0.270 0.394 0.026 0.000 1.6333 0.271 0.405 0.028 0.000 1.6722 0.272 0.415 0.031 0.000 1.7111 0.274 0.426 0.033 0.000 1.7500 0.275 0.437 0.035 0.000 1.7889 0.276 0.447 0.038 0.000 1.8278 0.277 0.458 0.041 0.000 1.8667 0.278 0.469 0.044 0.000 1.9056 0.280 0.480 0.046 0.000 1.9444 0.281 0.491 0.049 0.000 1.9833 0.282 0.502 0.052 0.000 2.0222 0.283 0.513 0.055 0.000 2.0611 0.284 0.524 0.058 0.000 2.1000 0.285 0.535 0.062 0.000 2.1389 0.287 0.546 0.065 0.000 2.1778 0.288 0.557 0.068 0.000 2.2167 0.289 0.568 0.071 0.000 2.2556 0.290 0.580 0.074 0.000 2.2944 0.291 0.591 0.078 0.000 2.3333 0.293 0.602 0.081 0.000 2.3722 0.294 0.614 0.084 0.000 2.4111 0.295 0.625 0.087 0.000 2.4500 0.296 0.637 0.091 0.000 2.4889 0.298 0.648 0.095 0.000 2.5278 0.299 0.660 0.170 0.000 2.5667 0.300 0.672 0.370 0.000 2.6056 0.301 0.683 0.641 0.000 2.6444 0.302 0.695 0.966 0.000 2.6833 0.304 0.707 1.333 0.000 2.7222 0.305 0.719 1.734 0.000 2.7611 0.306 0.731 2.159 0.000 2.8000 0.307 0.743 2.599 0.000 2.8389 0.309 0.755 3.044 0.000 2.8778 0.310 0.767 3.484 0.000 2.9167 0.311 0.779 3.911 0.000 2.9556 0.312 0.791 4.315 0.000 2.9944 0.314 0.803 4.687 0.000 3.0333 0.315 0.815 5.023 0.000 3.0722 0.316 0.827 5.317 0.000 3.1111 0.317 0.840 5.568 0.000 3.1500 0.319 0.852 5.776 0.000 3.1889 0.320 0.865 5.948 0.000 3.2278 0.321 0.877 6.094 0.000 3.2667 0.322 0.890 6.305 0.000 3.3056 0.324 0.902 6.461 0.000 3.3444 0.325 0.915 6.613 0.000 3.3833 0.326 0.928 6.761 0.000 3.4222 0.328 0.940 6.906 0.000 3.4611 0.329 0.953 7.048 0.000 20181024 Detention Sizing 10/26/2018 1.04 49 PM Page 7 3.5000 0.330 0.966 7.188 3.5389 0.331 0.979 7.324 20181024 Detention Sizing 10/26/2018 1:04:49 PM Page 8 n Analysis Results POC 1 01� � 008 u 006 0 1 004 aea i 00 Percent Time Exceading + Predeveloped Predeveloped Landuse Totals for POC #1 Total Pervious Area: 1.4 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.04 r Total Impervious Area: 1.36 x Mitigated Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.041161 5 year 0.064645 10 year 0.077954 25 year 0.092054 50 year 0.100778 100 year 0.108199 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.026401 5 year 0.041507 10 year 0.053903 25 year 0.072619 50 year 0.088996 100 year 0.107651 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.040 0.018 1950 0.050 0.024 1951 0.091 0.071 1952 0.029 0.016 1953 0.023 0.025 1954 0.035 0.019 1955 0.057 0.019 1956 0.045 0.044 1957 0.036 0.019 1958 0.041 0.021 C�unulefrae Pmbehilil_o - " 20181024 Detention Sizing 10/26/2018 1:04:49 PM Page 9 1959 0.035 0.019 1960 0.061 0.053 1961 0.035 0.030 1962 0.022 0.017 1963 0.030 0.021 1964 0.039 0.030 1965 0.028 0.035 1966 0.027 0.020 1967 0.056 0.026 1968 0.035 0.020 1969 0.034 0.019 1970 0.028 0.021 1971 0.030 0.020 1972 0.067 0.057 1973 0.031 0.034 1974 0.033 0.020 1975 0.045 0.019 1976 0.033 0.020 1977 0.004 0.018 1978 0.029 0.023 1979 0.017 0.015 1980 0.064 0.060 1981 0.026 0.020 ° 1982 0.049 0.047 1983 0.044 0.020 1984 0.027 0.017 1985 0.016 0.018 1986 0.071 0.026 1987 0.063 0.050 1988 0.025 0.019 1989 0.016 0.018 1990 0.132 0.052 1991 0.079 0.059 1992 0.031 0.022 1993 0.032 0.017 1994 0.011 0.015 1995 0.046 0.031 1996 0.096 0.067 1997 0.081 0.068 1998 0.018 0.017 1999 0.076 0.059 2000 0.032 0.025 2001 0.006 0.015 2002 0.035 0.030 2003 0.044 0.019 2004 0.058 0.075 2005 0.041 0.019 2006 0.049 0.043 2007 0.098 0.093 2008 0.126 0.061 2009 0.062 0.036 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1319 0.0933 2 0.1263 0.0755 3 0.0979 0.0713 20181024 Detention Sizing 10/26/2018 1:05:23 PM Page 10 4 0.0964 0.0675 5 0.0906 0.0665 6 0.0806 0.0612 7 0.0794 0.0597 8 0.0756 0.0590 9 0.0713 0.0586 10 0.0675 0.0566 11 0.0640 0.0532 12 0.0631 0.0524 13 0.0620 0.0501 14 0.0613 0.0470 15 0.0576 0.0436 16 0.0566 0.0434 17 0.0560 0.0359 18 0.0504 0.0355 19 0.0492 0.0343 20 0.0487 0.0313 21 0.0458 0.0305 22 0.0451 0.0303 23 0.0450 0.0303 24 0.0445 0.0263 25 0.0441 0.0260 26 0.0413 0.0255 27 0.0409 0.0252 28 0.0404 0.0245 29 0.0389 0.0232 30 0.0363 0.0224 31 0.0355 0.0211 32 0.0351 0.0206 33 0.0349 0.0205 34 0.0349 0.0204 35 0.0346 0.0199 36 0.0342 0.0199 37 0.0333 0.0198 38 0.0326 0.0197 39 0.0319 0.0197 40 0.0318 0.0196 41 0.0307 0.0194 42 0.0306 0.0193 43 0.0301 0.0191 44 0.0295 0.0191 45 0.0286 0.0191 46 0.0286 0.0190 47 0.0282 0.0190 48 0.0278 0.0186 49 0.0272 0.0186 50 0.0268 0.0181 51 0.0256 0.0177 52 0.0249 0.0177 53 0.0231 0.0177 54 0.0215 0.0170 55 0.0182 0.0169 56 0.0173 0.0168 57 0.0162 0.0166 58 0.0161 0.0164 59 0.0107 0.0155 60 0.0057 0.0152 61 0.0039 0.0146 20181024 Detention Sizing 10/26/2018 1:05:23 PM Page 11 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0206 17547 15229 86 Pass 0.0214 16161 12908 79 Pass 0.0222 14964 11302 75 Pass 0.0230 13851 10093 72 Pass 0.0238 12810 9137 71 Pass 0.0246 11807 8301 70 Pass 0.0254 10898 7653 70 Pass 0.0263 10119 7090 70 Pass 0.0271 9383 6641 70 Pass 0.0279 8729 6231 71 Pass 0.0287 8143 5818 71 Pass 0.0295 7593 5456 71 Pass 0.0303 7060 5043 71 Pass 0.0311 6588 4750 72 Pass 0.0319 6145 4481 72 Pass 0.0327 5777 4199 72 Pass 0.0335 5431 3927 72 Pass 0.0344 5097 3666 71 Pass ° 0.0352 4808 3435 71 Pass 0.0360 4524 3228 71 Pass 0.0368 4252 2997 70 Pass 0.0376 4017 2864 71 Pass 0.0384 3782 2733 72 Pass 0.0392 3546 2612 73 Pass 0.0400 3337 2492 74 Pass 0.0408 3138 2366 75 Pass 0.0416 2950 2207 74 Pass 0.0425 2785 2055 73 Pass 0.0433 2599 1911 73 Pass 0.0441 2447 1807 73 Pass 0.0449 2304 1702 73 Pass 0.0457 2160 1595 73 Pass 0.0465 2025 1509 74 Pass 0.0473 1898 1430 75 Pass 0.0481 1790 1350 75 Pass 0.0489 1687 1262 74 Pass 0.0497 1585 1191 75 Pass 0.0506 1483 1110 74 Pass 0.0514 1379 1042 75 Pass 0.0522 1292 969 75 Pass 0.0530 1218 884 72 Pass 0.0538 1155 820 70 Pass 0.0546 1098 764 69 Pass 0.0554 1048 700 66 Pass 0.0562 997 635 63 Pass 0.0570 930 581 62 Pass 0.0578 883 519 58 Pass 0.0587 837 460 54 Pass 0.0595 789 400 50 Pass 0.0603 743 373 50 Pass 0.0611 713 349 48 Pass 0.0619 668 331 49 Pass 0.0627 630 315 50 Pass 20181024 Detention Sizing 10/26/2018 1:05:23 PM Page 13 0.0635 595 299 50 Pass 0.0643 565 283 50 Pass 0.0651 539 267 49 Pass 0.0659 496 251 50 Pass 0.0668 473 229 48 Pass 0.0676 434 209 48 Pass 0.0684 399 201 50 Pass 0.0692 366 190 51 Pass 0.0700 348 177 50 Pass 0.0708 323 165 51 Pass 0.0716 296 150 50 Pass 0.0724 272 144 52 Pass 0.0732 256 137 53 Pass 0.0740 235 125 53 Pass 0.0749 217 118 54 Pass 0.0757 195 106 54 Pass 0.0765 180 104 57 Pass 0.0773 158 92 58 Pass 0.0781 145 87 60 Pass 0.0789 129 82 63 Pass 0.0797 119 74 62 Pass 0.0805 109 68 62 Pass 0.0813 97 64 63 Pass 0.0821 91 61 67 Pass 0.0830 82 57 69 Pass 0.0838 76 54 71 Pass 0.0846 69 50 72 Pass 0.0854 61 47 77 Pass 0.0862 54 43 79 Pass 0.0870 48 40 83 Pass 0.0878 41 38 92 Pass 0.0886 38 35 92 Pass 0.0894 33 33 100 Pass 0.0902 27 29 107 Pass 0.0911 22 19 86 Pass 0.0919 21 16 76 Pass 0.0927 20 11 55 Pass 0.0935 19 0 0 Pass 0.0943 17 0 0 Pass 0.0951 14 0 0 Pass 0.0959 12 0 0 Pass 0.0967 8 0 0 Pass 0.0975 4 0 0 Pass 0.0983 3 0 0 Pass 0.0992 3 0 0 Pass 0.1000 3 0 0 Pass 0.1008 3 0 0 Pass 20181024 Detention Sizing 10/26/2018 1:05:23 PM Page 14 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. 20181024 Detention Sizing 10/26/2018 1:05:23 PM Page 15 LID Report LID Technique Usedfor TotalValume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft) Infiltration Infiltrated Treated (ao-it) (ac-ft) Credit Trapezoidal Pond 1 POC ❑ 197.39 ❑ 0_00 Total Volume Infiltrated 1-W.39 0.00 0.00I 0.00 0.00 0% No Treat credit Duration Compriante vAth LID Analysis Standard 8% oft-yrto 50%of Result= Result 2-yr Failed 20181024 Detention Sizing 10/26/2018 1:05:23 PM Page 16 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. 20181024 Detention Sizing 10/26/2018 1:05:47 PM Page 17 Appendix Predeveloped Schematic Basin . 1.40ac 20181024 Detention Sizing 10/26/2018 1:05:47 PM Page 18 Mitigated Schematic Basin 1 1.40ac SI Trapezoidal �1 Pond 1 0 20181024 Detention Sizing 10/26/2018 1:05:48 PM Page 19 , edeveloped 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 20181024 Detention Sizing.wdm MESSU 25 Pre20181024 Detention Sizing.MES 27 Pre20181024 Detention Sizing.L61 28 Pre20181024 Detention Sizing.L62 30 POC20181024 Detention Sizingl.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 10 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Basin 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 10 C, Forest, Flat 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 *** 10 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY i PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 10 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO 20181024 Detention Sizing 10/26/2018 1:05:50 PM Page 20 b PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 10 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 10 0 4.5 0.08 400 0.05 0.5 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP 10 0 0 2 2 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 10 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # ,- # *** CEPS SURS U�ZS IFWS LZS AGWS 10 0 0 0 0 2.5 1 END PWAT-STATEI 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 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATEI AGWRC 0.996 AGWETP 0 GWVS e 0 20181024 Detention Sizing 10/26/2018 1:05:50 PM Page 21 END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 10 PERLND 10 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 1.4 COPY 501 12 1.4 COPY 501 13 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 <-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 o *** 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 Al 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 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 <______><-------- > <___><___><___><___><___> *ir :k <___><___><___><___><___> 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 20181024 Detention Sizing 10/26/2018 1:05:50 PM Page 22 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 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 a 20181024 Detention Sizing 10/26/2018 1:05:50 PM Page 23 Mitigated UC/ 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 20181024 Detention Sizing.wdm MESSU 25 Mit20181024 Detention Sizing.MES 27 Mit20181024 Detention Sizing.L61 28 Mit20181024 Detention Sizing.L62 30 POC20181024 Detention Sizingl.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 4 IMPLND 11 IMPLND 14 ]OCHRES 1 ° COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Trapezoidal Pond 1 MAX END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO PYR DIG2 FIL2 YRND 1 2 30 9 <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 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 *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO 20181024 Detention Sizing 10/26/2018 1:05:50 PM Page 24 <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 16 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 *** 16 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 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 16 0.1 0.25 0.25 6 0.5 0.25 END PKAT-PARM4 PWAT-STATEI <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 16 0 0 0 0 2.5 1 0 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > 4 ROOF TOPS/FLAT 11 PARKING/FLAT 14 POND END GEN-INFO *** Section IWATER*** Unit -systems Printer *** User t-series Engl Metr *** in out *** 1 1 1 27 0 1 1 1 27 0 1 1 1 27 0 ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 11 0 0 1 0 0 0 14 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 0 1 9 11 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 *** 4 0 0 0 0 0 11 0 0 0 0 0 14 0 0 0 0 0 20181024 Detention Sizing 10/26/2018 1:05:50 PM Page 25 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 11 400 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 4 0 0 11 0 0 14 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 11 0 0 14 0 0 END IWAT-STATEI END IMPLND t SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 0.04 RCHRES 1 2 PERLND 16 0.04 RCHRES 1 3 IMPLND 4 0.61 RCHRES 1 5 IMPLND 11 0.6 RCHRES 1 5 IMPLND 14 0.15 RCHRES 1 5 ******Routing****** PERLND 16 0.04 COPY 1 12 IMPLND 4 0.61 COPY 1 15 IMPLND 11 0.6 COPY 1 15 IMPLND 14 0.15 COPY 1 15 PERLND 16 0.04 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 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-005 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 *** 20181024 Detention Sizing 10/26/2018 1:05:50 PM Page 26 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 Al 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 0.02 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 <------><-------- > 1 0 END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES FTABLE 1 91 4 Depth Area (ft) (acres) 0.000000 0.225000 0.038889 0.226062 0.077778 0.227126 0.116667 0.228193 0.155556 0.229262 0.194444 0.230334 0.233333 0.231409 0.272222 0.232485 0.311111 0.233565 0.350000 0.234647 0.388889 0.235731 0.427778 0.236818 0.466667 0.237907 0.505556 0.238999 0.544444 0.240093 0.583333 0.241190 0.622222 0.242290 0.661111 0.243392 0.700000 0.244496 0.738889 0.245603 0.777778 0.246712 0.816667 0.247824 0.855556 0.248938 0.894444 0.250055 0.933333 0.251174 0.972222 0.252296 1.011111 0.253421 1.050000 0.254548 1.088889 0.255677 1.127778 0.256809 1.166667 0.257943 1.205556 0.259080 for each possible exit for each possible exit <--- ><--- ><-a->< --- ><---> *** <--- ><--- ><--- ><--- ><---> , 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Volume Outflowl Velocity Travel Time*** (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.000000 0.008771 0.003382 0.017583 0.004783 0.026436 0.005858 0.035331 0.006765 0.044268 0.007563 0.053246 0.008285 0.062266 0.008949 0.071328 0.009566 0.080432 0.010147 0.089579 0.010696 0.098767 0.011218 0.107998 0.011716 0.117271 0.012195 0.126587 0.012655 0.135945 0.013099 0.145346 0.013529 0.154790 0.013945 0.164276 0.014350 0.173806 0.014743 0.183379 0.015126 0.192995 0.015499 0.202654 0.015864 0.212357 0.016221 0.222103 0.016570 0.231893 0.016911 0.241726 0.017246 0.251603 0.017575 0.261524 0.017897 0.271489 0.018214 0.281498 0.018525 0.291552 0.018832 20181024 Detention Sizing 10/26/2018 1:05:50 PM Page 27 1.244444 0.260219 0.301649 0.019133 1.283333 0.261361 0.311791 0.019430 1.322222 0.262505 0.321977 0.019722 1.361111 0.263652 0.332208 0.020010 1.400000 0.264802 0.342483 0.020294 1.438889 0.265953 0.352804 0.020627 1.477778 0.267108 0.363169 0.021632 1.516667 0.268265 0.373579 0.023052 1.555556 0.269424 0.384034 0.024750 1.594444 0.270586 0.394534 0.026668 1.633333 0.271750 0.405080 0.028768 1.672222 0.272917 0.415670 0.031024 1.711111 0.274086 0.426306 0.033414 1.750000 0.275258 0.436988 0.035923 1.788889 0.276433 0.447715 0.038537 1.827778 0.277609 0.458489 0.041244 1.866667 0.278789 0.469307 0.044034 1.905556 0.279971 0.480172 0.046897 1.944444 0.281155 0.491083 0.049826 1.983333 0.282342 0.502040 0.052813 2.022222 0.283531 0.513043 0.055852 2.061111 0.284723 0.524092 0.058935 2.100000 0.285917 0.535188 0.062058 2.138889 0.287114 0.546330 0.065215 2.177778 0.288314 0.557519 0.068401 2.216667 0.289515 0.568755 0.071611 2.255556 0.290720 e0.580037 0.074841 2.294444 0.291927 0.591366 0.078086 2.333333 0.293136 0.602743 0.081342 2.372222 0.294348 0.614166 0.084606 2.411111 0.295562 0.625636 0.087873 2.450000 0.296779 0.637154 0.091444 2.488889 0.297998 0.648719 0.095390 2.527778 0.299220 0.660332 0.170370 2.566667 0.300444 0.671992 0.370585 2.605556 0.301671 0.683700 0.641543 2.644444 0.302901 0.695455 0.966294 2.683333 0.304132 0.707259 1.333815 2.722222 0.305367 0.719110 1.734655 2.761111 0.306604 0.731009 2.159626 2.800000 0.307843 0.742957 2.599373 2.838889 0.309085 0.754953 3.044315 2.877778 0.310329 0.766997 3.484791 2.916667 0.311576 0.779090 3.911323 2.955556 0.312825 0.791231 4.314989 2.994444 0.314077 0.803421 4.687856 3.033333 0.315331 0.815659 5.023480 3.072222 0.316588 0.827946 5.317453 3.111111 0.317848 0.840283 5.568005 3.150000 0.319110 0.852668 5.776644 3.188889 0.320374 0.865102 5.948834 3.227778 0.321641 0.877586 6.094715 3.266667 0.322910 0.890119 6.305462 3.305556 0.324182 0.902701 6.461074 3.344444 0.325456 0.915333 6.612976 3.383333 0.326733 0.928015 6.761422 3.422222 0.328012 0.940746 6.906637 3.461111 0.329294 0.953527 7.048825 3.500000 0.330579 0.966357 7.188166 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 20181024 Detention Sizing 10/26/2018 1:05:50 PM Page 28 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 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 MASS -LINK 5 IMPLND IWATER SURD 0.083333 RCHRES INFLOW IVOL END MASS -LINK 5 MASS -LINK 12 9 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 20181024 Detention Sizing 10/26/2018 1:05:50 PM Page 29 Predeveloped HSPF Message File 20181024 Detention Sizing 10/26/2018 1:05:50 PM Page 30 Mitigated HSPF Message File ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: DATE/TIME: 1999/ 9/30 24: 0 RCHRES : 1 RELERR STORS STOR MATIN MATDIF -0.00202 0.00000 0.0000E+00 0.00000 -1.490E-08 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land -segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu dur'ing the present printout reporting period. MATDIF is the net inflow (inflow -outflow) of material to the pu during the present printout reporting period. ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: DATE/TIME: 2002/ 8/31 24: 0 RCHRES 1 RELERR STORS STOR MATIN MATDIF -2.465E-02 0.00000 0.0000E+00 0.00000 -1.152E-09 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land -segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow -outflow) of material to the pu during the present printout reporting period. ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions"? If so, they could account for it. Relevant data are: 20181024 Detention Sizing 10/26/2018 1:05:50 PM Page 31 DATE/TIME: 2004/ 7/31 24: 0 RCHRES 1 RELERR STORS STOR MATIN MATDIF -2.988E-03 0.00000 0.0000E+00 0.00000 -9.721E-09 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land -segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow -outflow) of material to the pu during the present printout reporting period. ERROR/WARNING ID: 238 1 The continuity error reported below is greater than 1 part in 1000 and is therefore considered high. Did you specify any "special actions'"? If so, they could account for it. ' Relevant data are: DATE/TIME: 2006/ 7/31 24: 0 RCHRES : 1 RELERR STORS STOR MATIN MATDIF -3.975E-02 0.00000 0.0000E+00 0.00000 -7.032E-10 Where: RELERR is the relative error (ERROR/REFVAL). ERROR is (STOR-STORS) - MATDIF. REFVAL is the reference value (STORS+MATIN). STOR is the storage of material in the processing unit (land -segment or reach/reservior) at the end of the present interval. STORS is the storage of material in the pu at the start of the present printout reporting period. MATIN is the total inflow of material to the pu during the present printout reporting period. MATDIF is the net inflow (inflow -outflow) of material to the pu during the present printout reporting period. 20181024 Detention Sizing 10/26/2018 1:05:50 PM Page 32 Disclaimer Legal Notice This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by: Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. 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 20181024 Detention Sizing 10/26/2018 1:05:50 PM Page 33 WWHM2012 PROJECT REPORT FACILITY PASSES. SEEPAGES RESULTS AND DIMENSIONS. General Model Information Project Name: Final WQ Sizing Site Name: Site Address: City: Report Date: 10/26/2018 Gage: Seatac Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.000 Version Date: 2018/07/12 Version: 4.2.15 POC Thresholds U Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year Final WQ Sizing 10/26/2018 2:08:14 PM Page 2 Landuse Basin Data Predeveloped Land Use FC Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Flat 1.623 Pervious Total 1.623 Impervious Land Use acre Impervious Total 0 Basin Total 1.623 Element Flows To: Surface Interflow Groundwater Final WQ Sizing 10/26/2018 2:08:14 PM Page 3 Mitigated Land Use Whole Site WQ Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre PARKING FLAT 0.59 Impervious Total 0.59 Basin Total 0.59 Element Flows To: Surface Sand Filter 1 Interflow Groundwater Sand Filter 1 9 Final WQ Sizing 10/26/2018 2:08:14 PM Page 4 Basin 2 Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre PARKING FLAT 0.49 Impervious Total 0.49 Basin Total 0.49 Element Flows To: Surface Interflow Groundwater Sand Filter 2 Sand Filter 2 0 Final WQ Sizing 10/26/2018 2:08:14 PM Page 5 Routing Elements Predeveloped Routing Final WQ Sizing 10/26/2018 2:08:14 PM Page 6 Mitigated Routing Sand Filter 1 Bottom Length: 20.00 ft. Bottom Width: 20.00 ft. Depth: 3.5 ft. Side slope 1: 2 To 1 Side slope 2: 2 To 1 Side slope 3: 2 To 1 Side slope 4: 2 To 1 Filtration On Hydraulic conductivity: 1 Depth of filter medium: 1.5 Total Volume Infiltrated (ac-ft.): 88.413 Total Volume Through Riser (ac-ft.): 4.3 Total Volume Through Facility (ac-ft.): 92.713 Percent Infiltrated: 95.36 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 2.5 ft. Riser Diameter: _ 12 in. Element Flows To: Outlet 1 Outlet 2 Sand Filter Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.009 0.000 0.000 0.000 0.0389 0.009 0.000 0.000 0.009 0.0778 0.009 0.000 0.000 0.009 0.1167 0.009 0.001 0.000 0.010 0.1556 0.009 0.001 0.000 0.010 0.1944 0.009 0.001 0.000 0.010 0.2333 0.010 0.002 0.000 0.010 0.2722 0.010 0.002 0.000 0.010 0.3111 0.010 0.003 0.000 0.011 0.3500 0.010 0.003 0.000 0.011 0.3889 0.010 0.003 0.000 0.011 0A278 0.010 0.004 0.000 0.011 0.4667 0.011 0.004 0.000 0.012 0.5056 0.011 0.005 0.000 0.012 0.5444 0.011 0.005 0.000 0.012 0.5833 0.011 0.006 0.000 0.012 0.6222 0.011 0.006 0.000 0.013 0.6611 0.011 0.006 0.000 0.013 0.7000 0.011 0.007 0.000 0.013 0.7389 0.012 0.007 0.000 0.013 0.7778 0.012 0.008 0.000 0.014 0.8167 0.012 0.008 0.000 0.014 0.8556 0.012 0.009 0.000 0.014 0.8944 0.012 0.009 0.000 0.014 0.9333 0.012 0.010 0.000 0.015 0.9722 0.013 0.010 0.000 0.015 1.0111 0.013 0.011 0.000 0.015 1.0500 0.013 0.011 0.000 0.015 Final WQ Sizing 10/26/2018 2:08:14 PM Page 7 1.0889 0.013 0.012 0.000 0.016 1.1278 0.013 0.012 0.000 0.016 1.1667 0.014 0.013 0.000 0.016 1.2056 0.014 0.014 0.000 0.016 1.2444 0.014 0.014 0.000 0.016 1.2833 0.014 0.015 0.000 0.017 1.3222 0.014 0.015 0.000 0.017 1.3611 0.014 0.016 0.000 0.017 1.4000 0.015 0.016 0.000 0.017 1.4389 0.015 0.017 0.000 0.018 1.4778 0.015 0.018 0.000 0.018 1.5167 0.015 0.018 0.000 0.018 1.5556 0.015 0.019 0.000 0.018 1.5944 0.016 0.019 0.000 0.019 1.6333 0.016 0.020 0.000 0.019 1.6722 0.016 0.021 0.000 0.019 1.7111 0.016 0.021 0.000 0.019 1.7500 0.016 0.022 0.000 0.020 1.7889 0.016 0.023 0.000 0.020 1.8278 0.017 0.023 0.000 0.020 1.8667 0.017 0.024 0.000 0.020 1.9056 0.017 0.025 0.000 0.021 1.9444 0.017 0.025 0.000 0.021 1.9833 0.017 0.026 0.000 0.021 2.0222 0.018 0.027 0.000 0.021 2.0611 0.018 0.027 0.000 0.022 2.1000 0.018 0.028 0.000 0.022 2.1389 0.018 0.029 0.000 0.022 2.1778 0.018 0.030 0.000 0.022 2.2167 0.019 0.030 0.000 0.022 2.2556 0.019 0.031 0.000 0.023 2.2944 0.019 0.032 0.000 0.023 2.3333 0.019 0.033 0.000 0.023 2.3722 0.020 0.033 0.000 0.023 2.4111 0.020 0.034 0.000 0.024 2.4500 0.020 0.035 0.000 0.024 2.4889 0.020 0.036 0.000 0.024 2.5278 0.020 0.036 0.049 0.024 2.5667 0.021 0.037 0.182 0.025 2.6056 0.021 0.038 0.361 0.025 2.6444 0.021 0.039 0.572 0.025 2.6833 0.021 0.040 0.804 0.025 2.7222 0.021 0.041 1.046 0.026 2.7611 0.022 0.041 1.284 0.026 2.8000 0.022 0.042 1.509 0.026 2.8389 0.022 0.043 1.710 0.026 2.8778 0.022 0.044 1.879 0.027 2.9167 0.023 0.045 2.013 0.027 2.9556 0.023 0.046 2.114 0.027 2.9944 0.023 0.047 2.192 0.027 3.0333 0.023 0.048 2.300 0.028 3.0722 0.023 0.049 2.382 0.028 3.1111 0.024 0.050 2.462 0.028 3.1500 0.024 0.051 2.539 0.028 3.1889 0.024 0.051 2.614 0.028 3.2278 0.024 0.052 2.686 0.029 3.2667 0.025 0.053 2.757 0.029 3.3056 0.025 0.054 2.826 0.029 Final WQ Sizing 10/26/2018 2:08:14 PM Page 8 3.3444 0.025 0.055 2.894 0.029 3.3833 0.025 0.056 2.960 0.030 3.4222 0.026 0.057 3.024 0.030 3.4611 0.026 0.058 3.087 0.030 3.5000 0.026 0.059 3.149 0.030 3.5389 0.026 0.060 3.210 0.031 Final WQ Sizing 10/26/2018 2:08:14 PM Page 9 Sand Filter 2 Bottom Length: 21.00 ft. Bottom Width: 25.00 ft. Depth: 2.5 ft. Side slope 1: 2 To 1 Side slope 2: 2 To 1 Side slope 3: 2 To 1 Side slope 4: 2 To 1 Filtration On Hydraulic conductivity: 1 Depth of filter medium: 1.5 Total Volume Infiltrated (ac-ft.): Total Volume Through Riser (ac-ft.): Total Volume Through Facility (ac-ft.) Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Discharge Structure Riser Height: 1.5 ft. Riser Diameter: 18 in. Element Flows To: Outlet 1 Outlet 2 73.481 3.509 76.99 95.44 0 0 Sand Filter Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.012 0.000 0.000 0.000 0.0278 0.012 0.000 0.000 0.012 0.0556 0.012 0.000 0.000 0.012 0.0833 0.012 0.001 0.000 0.012 0.1111 0.012 0.001 0.000 0.013 0.1389 0.012 0.001 0.000 0.013 0.1667 0.012 0.002 0.000 0.013 0.1944 0.012 0.002 0.000 0.013 0.2222 0.013 0.002 0.000 0.014 0.2500 0.013 0.003 0.000 0.014 0.2778 0.013 0.003 0.000 0.014 0.3056 0.013 0.003 0.000 0.014 0.3333 0.013 0.004 0.000 0.014 0.3611 0.013 0.004 0.000 0.015 0.3889 0.013 0.005 0.000 0.015 0.4167 0.013 0.005 0.000 0.015 0.4444 0.014 0.005 0.000 0.015 0.4722 0.014 0.006 0.000 0.016 0.5000 0.014 0.006 0.000 0.016 0.5278 0.014 0.007 0.000 0.016 0.5556 0.014 0.007 0.000 0.016 0.5833 0.014 0.007 0.000 0.016 0.6111 0.014 0.008 0.000 0.017 0.6389 0.014 0.008 0.000 0.017 0.6667 0.015 0.009 0.000 0.017 0.6944 0.015 0.009 0.000 0.017 0.7222 0.015 0.009 0.000 0.018 0.7500 0.015 0.010 0.000 0.018 0.7778 0.015 0.010 0.000 0.018 0.8056 0.015 0.011 0.000 0.018 Final WQ Sizing 10/26/2018 2:08:14 PM Page 10 0.8333 0.015 0.011 0.000 0.018 0.8611 0.016 0.012 0.000 0.019 0.8889 0.016 0.012 0.000 0.019 0.9167 0.016 0.012 0.000 0.019 0.9444 0.016 0.013 0.000 0.019 0.9722 0.016 0.013 0.000 0.020 1.0000 0.016 0.014 0.000 0.020 1.0278 0.016 0,014 0.000 0,020 1.0556 0.016 0.015 0.000 0.020 1.0833 0.017 0.015 0.000 0.020 1.1111 0.017 0.016 0.000 0.021 1.1389 0.017 0.016 0.000 0.021 1.1667 0.017 0.017 0.000 0.021 1.1944 0.017 0.017 0.000 0.021 1.2222 0.017 0.018 0.000 0.022 1.2500 0.017 0,018 0.000 0.022 1.2778 0.018 0,019 0.000 0.022 1.3056 0.018 0.019 0.000 0.022 1.3333 0.018 0,020 0.000 0.023 1,3611 0.018 0,020 0.000 0.023 1.3889 0.018 0,021 0.000 0.023 1.4167 0.018 0.021 0.000 0.023 1.4444 0.018 0,022 ° 0.000 0.023 1.4722 0.019 0,022 0.000 0.024 1.5000 0.019 0.023 0.000 0.024 1.5278 0.019 0.023 0.073 0.024 1.5556 0.019 0.024 0.208 0.024 1.5833 0.019 0.024 0.382 0.025 1.6111 0.019 0.025 0.587 0.025 1.6389 0.020 0.026 0.819 0.025 1.6667 0.020 0.026 1.074 0.025 1.6944 0.020 0.027 1.347 0.025 1.7222 0.020 0.027 1.636 0.026 1.7500 0.020 0.028 1.938 0.026 1.7778 0.020 0.028 2.248 0.026 1.8056 0.020 0.029 2.564 0.026 1.8333 0.021 0.029 2.882 0.027 1.8611 0.021 0.030 3.198 0,027 1.8889 0.021 0.031 3.509 0.027 1.9167 0.021 0.031 3.812 0.027 1.9444 0.021 0.032 4.103 0.027 1.9722 0.021 0.032 4.380 0.028 2.0000 0.022 0.033 4.639 0.028 2.0278 0.022 0.034 4.878 0.028 2.0556 0.022 0.034 5.097 0.028 2.0833 0.022 0.035 5.293 0.029 2.1111 0.022 0,036 5.468 0.029 2.1389 0.022 0,036 5.621 0,029 2.1667 0.022 0,037 5.754 0.029 2.1944 0.023 0.037 5.870 0.029 2.2222 0.023 0.038 5.974 0.030 2.2500 0.023 0.039 6.071 0.030 2.2778 0.023 0.039 6.249 0,030 2.3056 0.023 0.040 6.360 0.030 2.3333 0.023 0.041 6.469 0.031 2.3611 0.024 0.041 6.576 0.031 2.3889 0.024 0.042 6.681 0,031 2.4167 0.024 0.043 6.785 0.031 Final WQ Sizing 10/26/2018 2:08:14 PM Page 11 2.4444 0.024 0.043 6.887 0.032 2.4722 0.024 0.044 6.987 0.032 2.5000 0.024 0.045 7.086 0.032 2.5278 0.025 0.045 7.184 0.032 Final WQ Sizing 10/26/2018 2:08:14 PM Page 12 Analysis Results POC 1 POC #1 was not reported because POC must exist in both scenarios and both scenarios must have been run. Final WQ Sizing 10/26/2018 2:08:14 PM Page 13 POC 2 POC #2 was not reported because POC must exist in both scenarios and both scenarios must have been run. Final WQ Sizing 10/26/2018 2:08:14 PM Page 14 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. Final WQ Sizing 10/26/2018 2:08:14 PM Page 15 Appendix Predeveloped Schematic IFC 1.62ac Final WQ Sizing 10/26/2018 2:08:14 PM Page 16 Mitigated Schematic Whole Site �., WQ Basin 2 SI SI Sand Filter 1 Sand Filter 2 - r, n w Final WQ Sizing 10/26/2018 2:08:15 PM Page 17 Prm UCI File Final WQ Sizing 10/26/2018 2:08:17 PM Page 18 Mitigated UC/ File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 END GLOBAL FILES <File> <Un#> OPN SEQUENCE 2009 09 30 UNIT SYSTEM 1 < ----------- File Name------------------------------>*** *** INGRP INDELT 00:15 IMPLND 11 RCHRES 1 RCHRES 2 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO r PYR DIG2 FIL2 YRND <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT -INFO PWAT-PARMl <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 Final WQ Sizing 10/26/2018 2:08:17 PM Page 19 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATEI <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 END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 11 PARKING/F,LAT 1 1 1 27 0 y END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 11 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 11 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 *** 11 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 11 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 11 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 11 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** Final WQ Sizing 10/26/2018 2:08:17 PM AGWRC AGWETP GWVS Page 20 <Name �, # Whole Site WQ*** IMPLND 11 Basin 2*** IMPLND 11 ******Routing****** END SCHEMATIC <-factor-> <Name> # Tbl# 0.59 RCHRES 1 5 0.49 RCHRES 2 5 *** NETWORK <-Vol ume-> <-Grp> <-Member-><- -Mult- ->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** <-Vol ume-> <-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 Sand Filter 1 2 1 1 1 28 0 1 2 Sand Filter 2 2 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 2 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 2 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al 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 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 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 2 2 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 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS Final WQ Sizing 10/26/2018 2:08:17 PM Page 21 FTABLES FTABLE 1 91 5 Depth Area Volume Outflowl Outflow2 Velocity (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) 0.000000 0.009183 0.000000 0.000000 0.000000 0.038889 0.009326 0.000360 0.000000 0.009499 0.077778 0.009471 0.000725 0.000000 0.009739 0.116667 0.009616 0.001097 0.000000 0.009979 0.155556 0.009763 0.001473 0.000000 0.010219 0.194444 0.009911 0.001856 0.000000 0.010460 0.233333 0.010060 0.002244 0.000000 0.010700 0.272222 0.010210 0.002638 0.000000 0.010940 0.311111 0.010361 0.003038 0.000000 0.011180 0.350000 0.010513 0.003444 0.000000 0.011420 0.388889 0.010667 0.003856 0.000000 0.011660 0.427778 0.010821 0.004274 0.000000 0.011900 0.466667 0.010977 0.004698 0.000000 0.012140 0.505556 0.011134 0.005128 0.000000 0.012380 0.544444 0.011291 0.005564 0.000000 0.012620 0.583333 0.011450 0.006006 0.000000 0.012860 0.622222 0.011610 0.006454 0.000000 0.013100 0.661111 0.011772 0.006909 0.000000 0.013340 0.700000 0.011934 0.007370 0.000000 0.013580 0.738889 0.012097 0.007837 0.000000 0.013820 0.777778 0.012262 0.008311 0.000000 0.014060 0.$16667 0.012427 0.008791 0.000000 0.014309 0.855556 0.012594 0.009277 0.000000 0.014540 0.894444 0.012762 0.009770 0.000000 0.014781 0.933333 0.012931 0.010270 0.000000 0.015021 0.972222 0.013101 0.010776 0.000000 0.015261 1.011111 0.013272 0.011289 0.000000 0.015501 1.050000 0.013444 0.011808 0.000000 0.015741 1.088889 0.013618 0.012335 0.000000 0.015981 1.127778 0.013792 0.012868 0.000000 0.016221 1.166667 0.013968 0.013407 0.000000 0.016461 1.205556 0.014145 0.013954 0.000000 0.016701 1.244444 0.014323 0.014508 0.000000 0.016941 1.283333 0.014501 0.015068 0.000000 0.017181 1.322222 0.014682 0.015636 0.000000 0.017421 1.361111 0.014863 0.016210 0.000000 0.017661 1.400000 0.015045 0.016792 0.000000 0.017901 1.438889 0.015228 0.017380 0.000000 0.018141 1.477778 0.015413 0.017976 0.000000 0.018381 1.516667 0.015599 0.018579 0.000000 0.018621 1.555556 0.015785 0.019189 0.000000 0.018861 1.594444 0.015973 0.019807 0.000000 0.019102 1.633333 0.016162 0.020432 0.000000 0.019342 1.672222 0.016352 0.021064 0.000000 0.019582 1.711111 0.016543 0.021703 0.000000 0.019822 1.750000 0.016736 0.022351 0.000000 0.020062 1.788889 0.016929 0.023005 0.000000 0.020302 1.827778 0.017123 0.023667 0.000000 0.020542 1.866667 0.017319 0.024337 0.000000 0.020782 1.905556 0.017516 0.025014 0.000000 0.021022 1.944444 0.017714 0.025699 0.000000 0.021262 1.983333 0.017913 0.026392 0.000000 0.021502 2.022222 0.018113 0.027093 0.000000 0.021742 2.061111 0.018314 0.027801 0.000000 0.021982 2.100000 0.018516 0.028517 0.000000 0.022222 2.138889 0.018719 0.029241 0.000000 0.022462 2.177778 0.018924 0.029973 0.000000 0.022702 2.216667 0.019130 0.030713 0.000000 0.022942 2.255556 0.019336 0.031461 0.000000 0.023182 2.294444 0.019544 0.032217 0.000000 0.023422 2.333333 0.019753 0.032981 0.000000 0.023663 2.372222 0.019963 0.033753 0.000000 0.023903 2.411111 0.020174 0.034534 0.000000 0.024143 2.450000 0.020387 0.035322 0.000000 0.024383 2.488889 0.020600 0.036119 0.000000 0.024623 Travel Time*** (Minutes)*** Final WQ Sizing 10/26/2018 2:08:17 PM Page 22 I 2.527778 0.020814 0.036925 0.049108 0.024863 2.566667 0.021030 0.037738 0.182234 0.025103 2.605556 0.021247 0.038560 0.361353 0.025343 2.644444 0.021465 0.039391 0.572643 0.025583 2.683333 0.021684 0.040230 0.804700 0.025823 2.722222 0.021904 0.041077 1.046030 0.026063 2.761111 0.022125 0.041933 1.284848 0.026303 2.800000 0.022347 0.042798 1.509672 0.026543 2.838889 0.022570 0.043672 1.710330 0.026783 2.877778 0.022795 0.044554 1.879270 0.027023 2.916667 0.023021 0.045445 2.013084 0.027263 2.955556 0.023247 0.046344 2.114227 0.027503 2.994444 0.023475 0.047253 2.192903 0.027743 3.033333 0.023704 0.048170 2.300165 0.027984 3.072222 0.023934 0.049096 2.382549 0.028224 3.111111 0.024165 0.050032 2.462179 0.028464 3.150000 0.024398 0.050976 2.539313 0.028704 3.188889 0.024631 0.051929 2.614172 0.028944 3.227778 0.024866 0.052892 2.686946 0.029184 3.266667 0.025101 0.053863 2.757800 0.029424 3.305556 0.025338 0.054844 2.826879 0.029664 3.344444 0.025576 0.055834 2.894310 0.029904 3.383333 0.025815 0.056833 2.960205 0.030144 3.422222 0.026055 0.057842 3.024665 0.030384 3.461111 0.026296 0.058860 3.087780 0.030624 3.500000 0.026538 0.059887 3.149630 0.030864 END FTABLE 1 + FTABLE 2 91 5 Depth Area Volume Outflowl Outflow2 (ft) (acres) (acre-ft) (cfs) (cfs) 0.000000 0.012052 0.000000 0.000000 0.000000 0.027778 0.012170 0.000336 0.000000 0.012378 0.055556 0.012288 0.000676 0.000000 0.012603 0.083333 0.012407 0.001019 0.000000 0.012828 0.111111 0.012526 0.001365 0.000000 0.013053 0.138889 0.012646 0.001715 0.000000 0.013278 0.166667 0.012767 0.002068 0.000000 0.013503 0.194444 0.012888 0.002424 0.000000 0.013728 0.222222 0.013009 0.002784 0.000000 0.013953 0.250000 0.013131 0.003147 0.000000 0.014178 0.277778 0.013254 0.003513 0.000000 0.014403 0.305556 0.013377 0.003883 0.000000 0.014628 0.333333 0.013501 0.004257 0.000000 0.014853 0.361111 0.013626 0.004633 0.000000 0.015078 0.388889 0.013751 0.005014 0.000000 0.015303 0.416667 0.013876 0.005397 0.000000 0.015529 0.444444 0.014002 0.005785 0.000000 0.015754 0.472222 0.014129 0.006175 0.000000 0.015979 0.500000 0.014256 0.006570 0.000000 0.016204 0.527778 0.014384 0.006967 0.000000 0.016429 0.555556 0.014512 0.007369 0.000000 0.016654 0.583333 0.014641 0.007774 0.000000 0.016879 0.611111 0.014771 0.008182 0.000000 0.017104 0.638889 0.014901 0.008594 0.000000 0.017329 0.666667 0.015032 0.009010 0.000000 0.017554 0.694444 0.015163 0.009429 0.000000 0.017779 0.722222 0.015295 0.009852 0.000000 0.018004 0.750000 0.015427 0.010279 0.000000 0.018229 0.777778 0.015560 0.010709 0.000000 0.018454 0.805556 0.015693 0.011143 0.000000 0.018679 0.833333 0.015827 0.011581 0.000000 0.018904 0.861111 0.015962 0.012023 0.000000 0.019129 0.888889 0.016097 0.012468 0.000000 0.019354 0.916667 0.016233 0.012917 0.000000 0.019579 0.944444 0.016369 0.013370 0.000000 0.019805 0.972222 0.016506 0.013826 0.000000 0.020030 1.000000 0.016644 0.014287 0.000000 0.020255 1.027778 0.016782 0.014751 0.000000 0.020480 1.055556 0.016920 0.015219 0.000000 0.020705 Velocity Travel Time*** (ft/sec) (Minutes)*** Final WQ Sizing 10/26/2018 2:08:17 PM Page 23 1.083333 0.017059 0.015691 0.000000 0.020930 1.111111 0.017199 0.016167 0.000000 0.021155 1.138889 0.017340 0.016647 0.000000 0.021380 1.166667 0.017480 0.017130 0.000000 0.021605 1.194444 0.017622 0.017618 0.000000 0.021830 1.222222 0.017764 0.018109 0.000000 0.022055 1.250000 0.017906 0.018605 0.000000 0.022280 1.277778 0.018049 0.019104 0.000000 0.022505 1.305556 0.018193 0.019607 0.000000 0.022730 1.333333 0.018337 0.020115 0.000000 0.022955 1.361111 0.018482 0.020626- 0.000000 0.023180 1.388889 0.018628 0.021142 0.000000 0.023405 1.416667 0.018774 0.021661 0.000000 0.023630 1.444444 0.018920 0.022185 0.000000 0.023855 1.472222 0.019067 0.022712 0.000000 0.024081 1.500000 0.019215 0.023244 0.000000 0.024306 1.527778 0.019363 0.023780 0.073690 0.024531 1.555556 0.019512 0.024320 0.208271 0.024756 1.583333 0.019661 0.024864 0.382292 0.024981 1.611111 0.019811 0.025412 0.587805 0.025206 1.638889 0.019962 0.025964 0.819778 0.025431 1.666667 0.020113 0.026521 1.074270 0.025656 1.694444 0.020264 0.027082 1.347777 0.025881 1.722222 0.020417 0.027647 1.636945 0.026106 1.750000 0.020569 0.028216 1.938430 0.026331 1.777778 0.020723 0.028789 2.248837 0.026556 1.805556 0.020877 0.029367 2.�64704 0.026781 1.833333 0.021031 0.029949 2.882519 0.027006 1.861111 0.021186 0.030536 3.198756 0.027231 1.888889 0.021342 0.031126 3.509920 0.027456 1.916667 0.021498 0.031721 3.812620 0.027681 1.944444 0.021655 0.032321 4.103633 0.027906 1.972222 0.021812 0.032924 4.379996 0.028131 2.000000 0.021970 0.033532 4.639092 0.028356 2.027778 0.022128 0.034145 4.878751 0.028582 2.055556 0.022287 0.034762 5.097354 0.028807 2.083333 0.022447 0.035383 5.293943 0.029032 2.111111 0.022607 0.036009 5.468342 0.029257 2.138889 0.022768 0.036639 5.621274 0.029482 2.166667 0.022929 0.037274 5.754494 0.029707 2.194444 0.023091 0.037913 5.870918 0.029932 2.222222 0.023253 0.038556 5.974760 0.030157 2.250000 0.023416 0.039205 6.071677 0.030382 2.277778 0.023580 0.039857 6.249853 0.030607 2.305556 0.023744 0.040515 6.360479 0.030832 2.333333 0.023908 0.041176 6.469213 0.031057 2.361111 0.024074 0.041843 6.576149 0.031282 2.388889 0.024239 0.042514 6.681374 0.031507 2.416667 0.024406 0.043190 6.784968 0.031732 2.444444 0.024573 0.043870 6.887003 0.031957 2.472222 0.024740 0.044555 6.987548 0.032182 2.500000 0.024908 0.045244 7.086668 0.032407 END FTABLE 2 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*** END EXT TARGETS Final WQ Sizing 10/26/2018 2:08:17 PM Page 24 MASS -LINK <Volume> <-Grp> <Name> MASS -LINK IMPLND IWATER END MASS -LINK END MASS -LINK END RUN <-Member-><--Mult--> <Name> # #<-factor-> 5 SURO 0.083333 5 <Target> <Name> RCHRES <-Grp> <-Member->*** <Name> # #*** INFLOW IVOL Final WQ Sizing 10/26/2018 2:08:17 PM Page 25 Predeveloped HSPF Message File Final WQ Sizing 10/26/2018 2:08:17 PM Page 26 Mitigated HSPF Message File Final WQ Sizing 10/26/2018 2:08:17 PM Page 27 Disclaimer Legal Notice This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business Interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by: Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. 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 Final WQ Sizing 10/26/2018 2:08:17 PM Page 28