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19-103582CITY OF Federal Way Centered on OlpportuMtY August 27, 2019 Mr. David Fisher Fisher Architects 708 Market Street, Suite 415 Tacoma WA 98402 &nd [e 7t Ukhexarcltitects.Cgm Re: File #19-103582-00-PC, PREAPPLICATION CONFERENCE SUMMARY Shah/Anath; 30018 20th Place SW, Federal Way (Parcel 012103-9113) Dear Mr. Fisher: CITY HALL 33325 8th Avenue South Federal Way, WA 98003-6325 (253) 835-7000 www. cityoffederalway. com Jim Ferrell, Mayor Thank you for participating in the preapplication conference with the City of Federal Way's Development Review Committee (DRC) held August 15, 2019. We hope that the information discussed at that meeting was helpful in understanding the general requirements for your project as submitted. This letter summarizes comments given to you at the meeting by the members of the DRC. The members who reviewed your project and provided comments include staff from the city's Planning and Building Divisions, Public Works Department, and representatives from Lakehaven Water and Sewer District.and South King Fire and Rescue. Some sections of die Federal lay Revised Code (FWRC) and relevant information handouts are enclosed with this letter. Please be advised, this letter does not represent all applicable codes. In preparing your formal application, please refer to the complete FWRC and other relevant codes for all additional requirements that may apply to your project. The key contact for your project is Associate Planner Leila Willoughby -Oakes, 253-835-2644, or leila.�x illvhby-ogles cityoFfede ilwst} --coM• For specific technical questions about your project, please contact the appropriate DRC representative as listed below. Otherwise, any general questions about the preapplication and permitting process can be referred to your key contact. PROJECT DESCRIPTION The proposal is to replace an existing home with a 5,000 square foot home with associated site improvements on the shoreline with beach Access. The applicant proposes a six-foot wide pedestrian stream crossing located on the southern half of the subject property. The site contains geologically hazardous areas. MAJOR ISSUES Outlined below is a summary of the major issues of your project based on the plaits and information submitted for preapplication review. These issues can change due to modifications and revisions in the plans. The major issues section is only provided as a means to highlight critical requirements or issues. Please be sure to read the comments made by all departments in the following sections of this letter. Mr. David Fisher Page 2 of 9 August 27, 2019 0 Planning Division 1. A shoreline exemption is required for residential construction. 2. Geologically hazardous areas are on the site; therefore, a critical area report is required and is subject to a third -party review at the expense of the application. 3. Regarding the proposed stream crossing, a Process III "Project Approval' and State Environmental Policy A& (SEPA)review is required for the proposed pedestrian bridge over the stream (work on lands partly or wholly covered by water). 4. The proposed height of the residence exceeds the limit of 30 feet above average building elevation (ABE). ■ Public Works Development Services Division 5. If any work is proposed below the ordinary high-water mark of the stream, a Hydraulic Project Approval (HPA) permit may be required. Information regarding this permit can be obtained from the Washington Department of Fish and Wildlife. If an HPA is necessary, please submit a copy of it prior to the building permit approval. Public Works Traffic Division 6. Trafic Impact Fees (Fir/RC 19.91) —No traffic impact fees are required when replacing a single-family home. DEPARTMENT COMMENTS Outlined below are the comments made by the representatives of each department present at the preapplication conference. Each section should be read thoroughly. If you have questions, please contact the representative listed for that section. COMMUNITY DEVELOPMENT — PLANNING DIVISION Leila Willoughby -Oakes, 253-835-2644, leila.wiiioughby-oakes a cityoflederalway.com Zoning— The subject property is zoned Single Family Residential (RS-15.0). The following development regulations apply: Setbacks — The required front yard setback is 20 feet and the side and rear yard setbacks are each five feet. Submit a clear copy of the site plan showing structural setbacks and a separate sheet showing contours (minimum of two feet) in relation to the building footprint. Lot Coverage — In the RS-15.0 zone, the maximum lot coverage is 50 percent. Height— The structure may not exceed 30 feet above the average building elevation (ABE). This is the maximum height permitted; please find the enclosed bulletin on calculating height on a sloped lot. 19-103582-00-PC Doc ID: 79477 Mr. David Fisher Page 3 of 9 August 27, 2019 Meesing Follow -Up. The elevations provided depict an approximate height of 34 feet above the ASE and as proposed, does not comply. Building plans must depict the proposed finished grade and existing grade in order to determine the ABE. A height survey prepared by a professional land surveyor will be required at the time of the footing inspections and prior to roofing. 2. Land Use Applications— The project is located within the shoreline jurisdiction and a shoreline exemption must be issued prior to construction permits. Exemption application materials shall show all proposed improvements within 200 feet of the ordinary high-water mark. • Stream Crossing Application — The proposed pedestrian bridge located on the southern portion of the site is subject to Process III review pursuant to FWRC Chapter 19.65, "Process III — Project Approval," and FWRC 19.145.320, "Stream Crossings." Process III land use reviews are conducted administratively, with a final written decision issued by the Community Development Director. Process III approvals are valid for five years and extensions may be granted if certain criteria are met. Per FWRC 19.15.045, vesting occurs at the time land use application is determined to be complete. Enclosed are a master land use application, a development requirements checklist, and other applicable handouts. Refer to the Development Requirements checklist, Bulletin #014, for specific submittal requirements. Meeting Follow -Up: A Process III application is not required for a single-family residence. Please note that where this title requires more than one application for a given project, all required applications may be submitted for review at one time. Where more than one application is submitted for a given development, and those applications are subject to different levels of process, then all of the applications shall be subject to the highest level of process that applies to any of the individual applications. 3. State Environmental Policy Act (SEPA) — The proposed stream crossing is not categorically exempt from environmental review pursuant to Washington Administrative Code (WAC) 197-11-800(6)(d), lands covered by water, and is subject to a threshold determination. A completed environmental checklist must be submitted with the Process III "Project Approval" if the proposal includes the pedestrian bridge. The public, agencies, and tribes will be invited to comment on the. checklist during a 14-day comment period. An environmental threshold determination shall be issued prior to the Process III decision. 4. Shoreline MasterPvogram — The subject property is within 200 feet of the Ordinary High -Water Mark of Puget Sound regulated under the city's Shoreline Master Program (SMP). The property is designated Shoreline Residential. A single-family residence with associated site improvements is a permitted use. A single-family home is exempt from a Shoreline Substantial Development Permit. The applicant shall submit a Shoreline Exemption, which shall be issued prior to construction permits. llegetation Conservation Area — Pursuant to FWRC 15.05.080, no more than 30 percent of the area with existing native shoreline vegetation shall be cleared, and a minimum of 70 percent of existing native trees shall be retained. Planting native species within the shoreline setback will stabilize the slope, prevent erosion, and create additional shoreline habitat. A planting plan shall be prepared by.a qualified professional (landscape architect, designer, or biologist). Please find the enclosed Department of Ecology recommended shoreline species list. Doc ID: 79477 I9-103362-00-PC Mr. David Fisher Page 4of9 August 27, 2019 FWRC 15.05.080(3)(f states that no net loss of ecological functions shall occur as a result of shoreline development. Proposed activities on the shoreline shall be consistent with the impact mitigation requirements of FWRC 15.05.040(1). Meeting Follow -Up: Staff discussed the benefits of revegetating the slope within the 50-foot shoreline setback:, where grass currently exists. Installation of additional native plants are mitigation tools essential for stabilizing the erosion hazard area and addressing the additional impervious surface proposed upland from the Puget Sound (minimizes sloughing and beach erosion). 5. Archaeo gical and Historic Resources — Prior submittals, please contact Gretchen Kaehler, State Archaeologist with the Department of Archaeology and Historic Preservation (DAHP), at 360-586-3088 or etchen. aehler dah v. DAHP will determine if a professional archaeological survey of the project area is required prior to ground disturbing activities. The city recommends consultation with the concerned Tribes' cultural committees and staff regarding cultural resource issues. 6. Tree Density Requirements — Provide a tree and vegetation retention plan as required under FWRC 19.120.040(2). The applicant must maintain at least 25 tree units per acre in the RS 15.0 district; therefore, 33 tree units are required. 7. Clearing and Grading— The proposal is subject to the provisions of FWRC 19.120, "Clearing, Grading, and Vegetation and Tree Retention." A clearing and grading plan depicting the area of disturbance and meeting FWRC 19.120.020 and 19.120.040 requirements must be resubmitted with the formal building permit. 8. Environmentally CriticalAreas— a. GeolQ acrxlly Ha.Zardous Areas — The subject property is located within a Geologically Hazardous Area (GHA). Please submit a geotechnical study prepared by a qualified professional pertaining to the replacement residence and associated site improvements. A geotechnical study shall verify the location of the GHA. If the geotechnical study confirms that any of the improvements (proposed for city approval) reside on or within 50 feet of a GHA, the geotechnical study shall also evaluate the impacts of all proposed improvements to the property. Please refer to FWRC 19.145 for the specific content requirements of your geotechnical study. The applicant has chosen to use the Optional Direct Services at their own expense. b. Stream— The city's critical areas maps depict an Ns stream located on the southern half of the site. A 35-foot stream setback and 5-foot stream buffer applies to building setback line. Stream Crossing— Stream crossings are reviewed under Process III "Project Approval" pursuant to FWRC 19.145.320(a)-(j) approval criteria and at the discretion of the Community Development Director: (a) Bridges, stream simulation culverts, or other appropriate methods demonstrated to provide fisheries protection shall be used for stream crossings and the applicant shall demonstrate that such methods and their implementation will pose no harm to the stream habitat or inhibit migration of fish; 19-103502-00-1'C Doc ID: 79477 Mr. David Fisher Page 5of9 August 27, 2019 (b) All crossings are constructed during the summer low flow and are timed to avoid stream disturbance during periods when use is critical to salmonids, if present; (c) Crossings do not occur over spawning areas used by salmonids unless the city determines that no other possible crossing site exists; (d) Bridge piers or abutments are not placed within the ordinary high-water mark; (e) Crossings do not diminish the flood -carrying capacity of the stream; (f) Crossings are consistent with design requirements of the Washington Department of Fish and Wildlife (WDFW, 2013, Water Crossing Design Guidelines, as amended); (g) Underground utility crossings are laterally drilled and located at a depth of four feet below the maximum depth of scour for the base flood predicted by a civil engineer licensed in the state of Washington. Temporary bore pits to perform such crossings may be permitted within the stream buffer established in this chapter; (h) The number of crossings is minimized and consolidated to serve multiple purposes and properties whenever possible; (i) Disturbances to the stream buffer are adequately compensated by a stream buffer enhancement plan; and 0) No reasonable alternative exists to access the subject property. The applicant shall provide a mitigation plan, mitigation sequencing, and performance bonding within the submitted critical area report pursuant to FWRC 19.145.440(5), "Buffer Averaging Approval Criteria," which may be reviewed by the city's biologist. Meeting Follow -Up: The applicant may consider passive recreation facilities per FWRC 19.145:270(3), if they wish to reduce the number of city and state department permits: "Trails. The director may provide written approval for passive pedestrian recreation facilities designed in accordance with an approved critical area report and the following standards: (a) Trails are composed of pervious surfaces no more than five feet in width. Raised boardwalks and wildlife viewing structures composed of nontreated pilings may also be considered; (b) Trails are generally located within the outer 25 percent of the buffer; and (c) Trails shall avoid the removal of mature trees." 9. Notice on Title — The applicant shall record a critical area notice on their title prior to occupancy. Site plans submitted as part of the building permit shall include and delineate all critical areas with their associated buffers and building setbacks. Site plans shall be attached to the notice on the title as required by F'WRC 19.145.170. 10. Septic— The applicant shall obtain King County Health District approval prior to construction. 11. Fees— Development fees change annually. Contact the Permit Center at 253-835-2607, or permitcent �citY offed rah. Please be aware that additional utility fees, school impact fees, fee - in -lieu of open space, concurrency, and traffic impact fees may apply. Doc ID: 79477 19-103382-00-PC Mr. David Fisher Page 6 of 9 August 27, 2019 PUBLIC WORKS — DEVELOPMENT SERVICES DIVISION Kevin Peterson, 253-835-2734, keyin.12eterson@_cityoffederalwn.com offederalway.com Building Permit Issues -- Stormwater 12. Surface water runoff control and water quality treatment will be required per Appendix "C" of the 2016 King County Surface Water De ign Manual (KCSWDM). This project meets the requirements for Simplified Drainage Review under the KCSWDM. As discussed in the preapplication meeting, the roof downspouts may be connected into an existing pipe that discharges onto the beach. Runoff from the new driveway may also be directed into this pipe; however, some form of oil control/water quality treatment shall be provided for this runoff. It's recommended that this runoff be discharged into a rain garden with an underdrain connection to the outfall pipe. 13. Temporary Erosion and Sediment Control (TESC) measures, per Appendix D of the 2016 KCSWDM, must be shown on the permit site plans. Right -of -Way Improvements 14. There are no street improvements required for this project. COMMUNITY DEVELOPMENT — BUILDING DIVISION Greg Kirk, 253-835-2621, grejZ.Idrh@cityoffederalway.com 15. Building Codes. The structure will be treated as a new building permit application and must meet all current codes including: • International Buildfng Code (IBC), 2015 Washington State Amendments WAC 51-50 • International Mechanical Code (IMC), 2015 Washington State Amendments WAC 51-52 • Uniform Plumbing Cade (UPC), 2015 Washington State Amendments WAC 51-56 & WAC 51-57 • National Electric Code (NEC), 2014 ■ International Fire Code (IFC), 2015 Washington State Amendments WAC 51 -54 • Accesribility Code (ICC/ANSI A117.1), 2009 • International Residential Code, 2015 Washington State Amendments WAC 51-51 • Wa hington State Energy Code, 2015 WAC 51-11 16. Builr[ing Criteria. The following applies to the proposed structure: • Occupancy Classification: R-3 • Type of Construction: V-B • Floor Area: TBD • Number of Stories: TBD • Fire Protection: Sprinklered • Wind / Seismic: Basic wind speed 85 Mph, Exposure, 25# Snow load, Seismic Zone D-1 19-103582-00-PC Doc 1D: 79477 Mr. David Fisher Page 7 of 9 August 27, 2019 17. Buildipg Permit Appkeation Process. A completed building permit application and commercial checklist are required. The commercial checklist will be filled out by staff and provided at the time of land use approval. Copies of application and checklist may be obtained on our web site at wwsv.cityoffederalway.com. Appointments are required for intake of new commercial building permit submittals. Please contact the Permit Center staff to schedule an intake appointment at pennitcenter @cityoEEederalway.com, or (253) 835-2607. Some projects may require a third -party review or inspection. The cost to cover these fees is the responsibility of the applicant. Any third -party fee is in addition to regular permit fees and costs. Please note, land use approval is recommended prior to submitting the building permit application to avoid delay in project review. If the project has not received land use approval, it may be placed on hold until land use review is completed. 18. Review Timing. Federal `�1ay reviews plans on a first in, first out basis; however, there are some small projects with inconsequential review requirements that may be reviewed out of order. The first comment letter can be expected within five to seven weeks of the submittal date. Re -check of plans will occur in one to three weeks after resubmitta. Revised or resubmitted plans shall be provided in the same format, size, and amount as the originally submitted plans. Revised/resubmitted drawings shall indicate by means of clouding or written response, what changes have been made from the original drawings. Plans for all involved departments will be forwarded from the Community Development Department. 19, Other Permits &Inspections. Separate permits may be required for electrical, mechanical, plumbing, fire suppression systems, and signs. Applicants may apply for separate permits at any time prior to commencement of construction. When required, special inspections shall be performed by WABO approved agencies, or by agencies approved by the building official prior to permit issuance. Construction must be approved by all reviewing departments prior to final building division inspection. All concerned departments (planning, public works, electrical, & fire) must sign off before the Building Division can final the structure for occupancy. Building final must be approved prior to the issuance of a Certificate of Occupancy. Construction projects may be required to have a pre -construction conference. If a pre -con meeting is required, the general or representative, all subs, the architect or representative, the engineer or representative, electrical contractor, and any other interested party should attend this meeting. Meetings will occur at the Building Division and will be scheduled by the inspector of record for the project. The information provided is based on limited plans and information. The comments provided are not intended to be a complete plan review and further comments are possible at time of building permit plan review. Do, ID: 79477 19-103582-00-PC l/Ir. David Fisher Page 8 of 9 August 27, 2019 LAKEHAVEN WATER AND SEWER DISTRICT Brian Asbury, 253-946-5407, basbury@lakehaven.org Water • A Water Certificate of Availability issued separately by Lakehaven may be required to be submitted with any land use and/or building permit applications (check with land use agency for requirement). The certificate is valid for one year from the date of issuance. If a certificate is needed, allow one to two working days to issue for typical processing. The 2019 cost for a Water Certificate of Availability is $70.00. • The existing one -inch meter needs to be evaluated under UPC & LWSD standards, to determine if it's adequate for the proposed new use. ■ A Water Service Connection application is required for any new/modified service connection. • Service pressure(s) greater than 80 psi indicated, and Pressure Reducing Valve(s) indicated; contact the local building official for requirements and/or additional information. Sewer • A Sewer Certificate of Availability issued separately by Lakehaven may be required to be submitted with any land use and/or building permit applications (check with land use agency for requirement). The certificate is valid for one year from the date of issuance. If a certificate is needed, allow one to two working days to issue for typical processing. The 2019 cost for a Sewer Certificate of Availability is $70.00. ■ If sewer service is desired (by the applicant) or required (by the Health Department), a Lakehaven Developer Extension (DE) Agreement will be required to construct new sanitary sewer system facilities necessary for the proposed development, including extend-to-far-edge(s) in accordance with long-standing Lakehaven policy. Additional detail and/or design requirements can be obtained from Lakehaven by completing and submitting a separate application to Lakehaven for either a Developer Pre -Design Meeting or a Developer Extension Agreement. Lakehaven encourages owners/developers/applicants to apply for Lakehaven processes separately to Lakehaven, and sufficiently early in the pre-design/planning phase to avoid delays in overall project development. General • All Lakehaven Development Engineering related application forms, and associated standards information, can be accessed at Lakehaven's web pages: htt w-wNy.lakehaven.or ? 4 develo ment-en eerie . • All comments herein are valid for one year and are based on the proposal(s) submitted and Lakehaven's current regulations and policies. Any change to either the development proposal(s) or Lakehaven's regulations and policies may affect the above comments accordingly. SOUTH KING FIRE AND RESCUE Sean Nichols, Fire Plans Examiner, 253-946-7242, sean.nichols soutbldng e.or Water Supply A Cent sate of WaterAvailability, including a hydraulic, fire flow model, shall be requested from the water district and provided at the time of the building permit application. 19-103582-00-PC Doc ID: 79477 Mr. David Fisher Page 9 of 9 August 27, 2019 Emergency Access Fire apparatus access roads do not comply with the requirements of Fire Access Policy 10.006: http://south rc =/DucumentCen=/1-Iomc /V ew 24. Fire Sprinkler System Due to non-compliance with the fire department emergency access, residential fire sprinklers are required. CLOSING This letter reflects the information provided at the preapplication meeting and is intended to assist you in preparing plans and materials for formal application. We hope you found the comments useful to your project. We have made every effort to identify major issues to eliminate surprises during the city's review of the formal application. The completion of the preapplication process in the content of this letter does not vest any future project application. Comments in this letter are only valid for one year as per FWRC 19.40.070(4). This is a preliminary review only and does not take the place of the Full review that will follow submission of a formal application. Comments provided in this letter are based on preapplication materials submitted. Modifications and revisions to the project as presented for this preapplication may influence and modify information regarding development requirements outlined above. In addition to this preapplication letter, please examine the complete FWRC and other relevant codes carefully. Requirements that are found in the codes that are not addressed in this letter are still required for your project. If you have questions about an individual Comment, please contact the appropriate department representative noted above. Any general questions can be directed towards me, the key project contact, Leila Willoughby - Oakes, at 253-835-2644, or leda.willoughby-oakes@cityoffederal`vay.com- We look forward to working with you. Sincerely, Leila Willoughby -Oakes Associate Planner enc: Lakehaven Enclosures Master Land Use Application Process III Submittal Checklist A Homeowner's Guide to Landslides Geologically Hazardous Areas Bulletin Height Measurement Bulletin Environmental Checklist Site Plan Redline c: Kevin Peterson, Senior Engineering Plans Reviewer Sean Nichols, South ping Fire & Rescue Viral Shah, 1600-B SW Dash Point Road, Unit #466, Federal Way WA, 98023, viral@prudentfp.com Doc I D: 79477 19-103582-00-PC CITY OF Pre -application Conference Sign in Sheet Federal Way PP COMMUNITY DEVELOPMENT REVIEW COMMITTEE August 15, 2019 City Hall 9:00 a.m. Hylebos Room Project Name: Shah Shoreline Residence & Stream Crossing (Process III) Address: 30016 201h Place SW, Federal Way WA File Number: 19-103582-00-PC NAME Leila Willoughby -Oakes 1. Doc Hansen, Planning 2. Manager 3. 4. 5. JU CLIs 7 8.v�cQ�is 9. 10. 11. 12. DEPARTMENT / DIVISION CD/Planning CD/Planning TELEPHONE NUMBER/EMAIL 253-835-2644 Leila.wil_loughby- oakes amcityoffederal way. com 253-835-2643 LZS 3) T 3% - ZI 3 `t' 62 3) 9 3 S- aG aX swt5-4-rk 2 Cap, - q�4 - -7�wa zs3- z3�-Zell n � -Z 3-3 - -�3 7 -- +1 3 6 �-a�elnou�r� 3 -tea 253 aL. s-- I LOG5 K.m r�TH ENW c7 Lp►>�t�tvc-�+�: 0TH PL SW IL CITY OF mot. Federal Way Centered on Opportunity July 30, 2019 David Fisher Fisher Architects 708 Market Street, Suite 415 Tacoma, WA 98402 david dlcfi.sherarchitects.com CITY HALL 33325 8th Avenue South Federal Way, WA 98003-6325 (253) 835-7000 www. cityoffederalway. com Jim Ferrell, Mayor FILE Re: File #19-103582-00-PC; PREAPPLICATION CONFERENCE Shah/Ananth Shoreline Residence, 30018 201h Place SW, Federal Way Dear Mr. Fisher: The Community Development Department is in receipt of your preapplication conference request. The application has been routed to members of the Development Review Committee and the conference has been scheduled as follows: 9:00 a.m. — Thursday, August 15, 2019 Hylebos Conference Room Federal Way City Hail, 2nd Floor 33325 8`h Avenue South Federal Way, WA 98003 We look forward to meeting with you. Please coordinate directly with anyone else you would like to attend the conference as this will be the only notice sent by the department. If you have any questions regarding the conference, please contact me at leila.willou hb - oakes ci offederalwa .com, or 253-835-2644. S incerel , I Leila Willoughby -Oakes Associate Planner c: Viral Shah & Apama Ananth, Owner, email: viral a & t@ mai[,corn Doc, I.D. 79424 19-103582-00-PC Shah/ Ananth MASTER LAND USE APPLICATION RECEIVED DEPARTMENT OF COMMUNITY DEVELOPMENT SERVICES 4 k 33325 8`h Avenue South CITY OF Federal Way, WA 98003-6325 Federal Way JUL 253-835-2607; Fax 253-835-2609 www.cityoffederalwayxonZ CITY OF FEDERAL WAY (;DMMUNFTY DEVELOPMENT APPLICATION NO(S) I ' ` v� �O� PC Date ? Z--,74 Z/ Project Name Property Address/Location Parcel Number(s) 0/2Zl — %l / dt Project Description 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) Process IV (Hearing Examiner's Decision) Process V (Quasi -Judicial Rezone) Process VI SEPA w/Proj ect SEPA Only Shoreline: Variance/Conditional Use Short Subdivision Subdivision Variance: Commercial/Residential Required Information / J ` D Zoning Designation Comprehensive Plan Designation �� Value of Existing Improvements M 1 Value of Proposed Improvements Interi Building Code (IBC): ncy Type - Construction Type Applicant V) R A L S j J" t SPA 1Z)\,)A Name: ANA Address: L11 Ce _1?1 . CitylState: p4.� A g© 2-3 p Zip: Phone: 00L. l i vim. _ ! 6 Fax.: Lam! G�J� � goy3 Email: V I Ac-k pa rh I - Signature: Agent (if different than Applicant) Name: Address: ��-'(fib City/State: �� Zip: Phone: �7_ �'3 - �ZU.0,, 1(-OL Fax: n r O` Pj-� Email: /✓`i U� cJ '� ✓ ��' Signature: Owner Al 41W Name: Address: City/State: Zip: Phone: Fax: Email: Signature: Bulletin #003 — January 1, 2011 Page I of 1 k:\Handouts\Master Land Use Application ©©FISHER. RECEIVED MEARCHITECTS JUL 25 2019 CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT July 24, 2019 Pre- Application Questions for Shah- Anantha Residence 30016-20th Place SW Federal Way WA Fire Marshall Questions 1. The existing driveway serves less than six homes and meanders through the forest for a quarter mile or so before reaching the proposed new home. We will keep the existing road as is and only improve the driveway shown on our site plan sheet Al . We will fire sprinkler the home to NFPA 13D system and provide two 'T' turnarounds and a circle under the Port Cochere. The paved driveway improvements will be 16'-0" wide plus another 2 feet each side = 20'-0" clear with over 14 foot height clearance. The entire driveway / road is less than 15% slope . Is this adequate to conform to Fire Department access roads? The home will be built with 1/2" concrete panel stucco walls and metal roof and none rated 1/2" gypsum wall board thought-out the interior residential home construction except the garage which will have 5/8" type 'X' gypsum wall board throughout. Will we conform to Fire Marshall residential standards? Public Works Questions 1. Given the description of the road / driveway above and we will design the driveways / roads in a concave shape where rain water will flow to the center of the driveway into catch basins . The water will be treated at the catch basins or at a bio swell before reconnected to the existing pipe that is under ground and goes to the beach. What City standards should we design to and shall the design be stamped by a Civil Engineer? 2. The roof run off via down spouts will be tight lined to the existing Pipe to the beach as well . As will the footing drains. Is this acceptable and does the City have a Standard? 3. Does Public Works review ( structure & foundation ) the proposed pedestrian bridge over the Ns creek? Planning Department 1. In reviewing our survey, geo report, site plan, roof plan and elevations do we meet all setbacks��`� including side yard with roof overhang and the distance from the top of slope as reported. by the'�� attached Geo Soils report ? C L L of - V U AA '-c�ii Huh 2. Do we meet height restrictions of 30 feet from Building Average grade ? I averaged sever) spot elevations as shown on site plan sheet A2 and elevation sheet A6 to equate the average building elevation . � �5n-i Lre "I 1i f-w c 3. Does the tower fit the height restriction exception Shown on Sheet AV The City's code FWRC ]S's � r:Y6o 19.110.050 -appurtenances can exceed four feet above the allowed height -30' + 4' = 34'? rJ C _- 4. We propose to build a pedestrian bridge above the existing Ns rated stream that is generally `9rr06 0 underground at both neighbors pro a see survey and Site plan. Car}.we permit and build this C6VV jrWLL" bridge?�Tha'.'ag.c* 5. Please tell us the standards for site plans since there is an approved septic design, dr5/v plans, fire access plans etc. ? How many site plans or should we try to combine a show almost .ct everything on the Architecture Site Plan? �'��►'� Professional Service Corporation 1 708 Market Street #415 1 Tacoma WA 98402 1253.208.1606 1 David@DKFisherArchitects.com Building Department 1. The home will be designed engineered and built according to the current IRC and to the attached Geo tech report. I am a licensed architect and will engineer the vertical and lateral design. Is there any other issues or items I should be aware of to make our process go smoothly? C r- If -.LA Pam j c, G {�� t�t 45 If there are other items or concerns that any department sees please let us know how to address ? ,t\ Thank you !'�''f' David K Fisher - Architect 2 CEDAROCK CONSULTANTS, INC MEMORANDUM Date: June 13, 2018 To: Dr. Viral Shah and Dr. Aparna Ananth From: Carl Hadley Subject: Stream Typing Analysis 30016 20th PI SW, Federal Way JUL 2 5 V19 RAIM �tTY 0M & PENT This memo provides qualitative analysis of a small watercourse that crosses 30016 20th PI SW in Federal Way (Figure 1). A review of field conditions and existing documents was conducted to evaluate appropriate water typing. The watercourse was walked on June 5, 2018 from Puget Sound upstream approximately 1,000 feet to review current conditions affecting potential fish use. This included looking for evidence of fish passage barriers, and both rearing and spawning habitat quality. SUBJECT STREAM f, = rtN Lakota Bay F,Ft Adelaide 1 ' Figure 1. Detail from WDFW SalmonScape map showing stream in question. Blue lines indicate coho salmon use. Stream Flow The stream was flowing with approximately 50 gpm. This resulted in an active watercourse about 12-16" wide and between 0.5 and 1.0" deep. According to the landowners, the creek dries up every summer for between 2 and 4 months. 19609 244th AVENUE NE • WOODINVILLE, WA 98077 - 4251 788-0961 30016 20th PI SW, Federal Way June 13, 2018 Figure 2. Detail showing approximate watercourse alignment and condition on June 7, 2018. Page 2 of 7 30016 20th PI SW, Federal Way June 13, 2018 Watercourse Route and Fish Passage The approximate watercourse route is shown in Figure 2. It is not known exactly what route the pipe follows as it traverses the neighbor's property to the west. Starting at the beach there is a small (-12") culvert buried under the sand and gravel where flow is discharged (see Photo 1). During the winter when flows are higher the culvert is reportedly exposed. But spring and summer flows are not high enough to keep littoral sediment transport on the beach from burying the pipe invert. The pipe appears to travel upslope approximately 520-feet over a 10 percent grade (Photo 2). The upstream end of the pipe daylights in a 3-4-foot deep vertical stormwater pipe with a squirrel cage on top designed to preclude brush from entering (Photo 3). None of this reach is fish passable. From the squirrel cage, an open channel heads southeast approximately 125-feet across the Shah-Ananth property. The wetted channel is narrow (12-24"), shallow (generally less than an inch or two), and about 12 percent in grade (Photo 4). No permanent fish barriers were noted. A second (dry) channel appeared to head due south but was not flowing or investigated further. A second 12" culvert is located near the eastern boundary of the Shah-Ananth property (Photo 5). This culvert continues southeast upslope 140-feet under a road and driveway. The culvert slope is about 11 percent. It is not fish -passable. From the upstream end of the second culvert a small open channel continues southerly up a moderate (11 percent) slope of heavily vegetated forest. No permanent migration barriers were noted in the several hundred feet that were examined. Fish Habitat Conditions Most (>65 percent) of the watercourse on and near the site is contained within two small steep culverts and offers no potential habitat or fish passage. The rest consists of a small (less than 2- feet wide), relatively steep channel. The channel contains no pools, no woody debris, no patches of clean gravel suitable for spawning, or any other habitat of the type preferred for use by salmonids for rearing or spawning. Because water is only present during the wet season, any fish use would be temporary. The lack of winter rearing habitat (e.g. refugia) in the confined moderately steep channel would preclude even this use should access ever be provided. Riparian Conditions The open channel section on the Shah-Ananth property is heavily clogged with a dense stand of reed canarygrass that covers the banks and clogs the channel in places (Photo 6). Moderate aged deciduous trees are found close to the channel at the upper and lower end and provide some beneficial function. Other native species are found close to the stream on the east side where the grade steepens. Should the property owners ever need a source of mitigation for work near the stream, there is significant opportunity for enhancement of the riparian buffer that would benefit local wildlife including amphibians and avian species. The dense stand of non-native grasses could be discouraged, and native shrubs and trees planted as way to increase riparian buffer functions. Page 3 of 7 30016 20th PI SW, Federal Way June 13, 2018 Water Typing Conclusion A review of existing literature identified a few agency maps that suggest the watercourse in question may have historically supported salmonids including coho salmon (Figure 1). We were not able to identify any evidence for this determination. No surveys, agency names, data, or dates are associated with the maps. It is very clear that the channel currently does not and cannot support coho due to the long steep culvert down to the beach. This culvert was reportedly placed more than a decade ago and may have replaced a previous culvert. Because the channel dries up completely each year, and fish access from Puget Sound is not possible, the channel is not currently fish -bearing. The fish use call may have been a presumption based on mapping characteristics. Should the culverts ever be removed, the channel on the Shah-Ananth property is unlikely to ever support more than minimal use by fish (if any). The watercourse is very narrow due to limited flow and high channel gradient. Under existing conditions, it is my opinion the watercourse would be classified as Ns under the City of Federal Way Revised Code 19.145.260(2) and the Washington State code WAC 222-16-030(4). These are seasonal, non -fish habitat streams in which surface flow is not present for at least some portion of a year of normal rainfall. Report Author Carl Hadley is the principal fisheries biologist with Cedarock Consultants and provides almost 30 years of experience evaluating and mitigating impacts of land use changes on aquatic habitat. Photo 1. Pipe invert buried under sediment at shoreline (June 5, 2018). Page 4 of 7 30016 20th PI SW, Federal Way June 13, 2018 Photo 2. Approximate culvert alignment under neighbor's property (looking north towards Puget Sound from squirrel cage shown in Photo 3). Photo 3. Culvert entrance at western edge of Shah-Ananth property. From here the watercourse travels 530 feet north to the shoreline. Page 5of7 r-M MOWN { Y • � ... � Ay1r � 30016 20th PI SW, Federal Way June 13, 2018 Photo 6. Riparian buffer of open watercourse on Shah-Ananth property. Channel is located in approximately the center of the photo. Page 7 of 7 RECEIVED- GeoResources, LLC Ph. 253-896-1011 5007 Pacific Hwy. E, Suite 16 Fx. 253-896-2633 JUL 2 5 2019 Fife, Washington 98424 c aanGDAI 10JAV COMMUNE E Y DEVELOPMENT March 11, 2016 Terry Jensen Construction Corp PO Box 1237 Seahurst, WA 98062 Attn: Mr. Terry Jensen (425) 557-9500 jensenco@comcast.net Limited Geotechnical Engineering Report Proposed Residential Additions 30020 — 20th Place SW Federal Way, WA PN: 012103-9113, -9114 Job: TerryJensenConst.ShahRes.GR INTRODUCTION This limited geotechnical report presents the results of our subsurface explorations for the proposed addition of an accessory dwelling unit (ADU), gazebo, and boathouse to the existing residence located at 30020 20th Place SW in the Federal Way area of King County, Washington. The general location of the site is shown on the attached Site Vicinity Map, Figure 1. Our understanding of the project is based on our discussions with you, our January 14, 2016 site visit, and our experience in the area. We understand that you propose to construct a new boathouse, gabezo and outbuilding in the northern portion of your property in the same location as a previously existing boathouse was located. The proposed structures are shown on the Proposed Site Plan, Figure 2a. We understand that these additions will consist of two single -story wood framed buildings, and one two-story, wood framed ADU. Due to the proximity of the proposed additional buildings to an existing concrete bulkhead and shoreline, we anticipate the additions will need to be supported on small diameter pin piles or helical anchors. The purpose of our services was to evaluate the surface and subsurface conditions at the site as a basis for developing and providing geotechnical recommendations and design criteria for the proposed residential addition. Specifically, our scope of services for the project included the following: 1. Visiting the site and conducting a geologic reconnaissance to assess the site's soil, groundwater, and slope conditions; 2. Exploring the subsurface conditions across the proposed building site by excavating three hand augers at selected locations across the site; 3. Addressing the current building code; and 4. Providing recommendations and design criteria for conventional foundation and floor slab support, including allowable bearing capacity, subgrade modulus, lateral resistance values and estimates of settlement, as well as drainage recommendations for the proposed structures. TerryJensenConst.Shah Res.G.� oc March 11, 2016 Page 2 SITE CONDITIONS Surface Conditions The subject parcel is located at 30020 20th Place SW in the Federal Way area of King County, Washington. The site consists of two tax parcels. The site is generally rectangular in shape, measures approximately 1,400 to 1,800 feet deep (north to south), by 80 to 100 feet wide (east to west), and encompasses about 3.94 acres. The northern portion of the site is currently developed with an existing residence located in the northern portion of the site, south of the proposed location of the three additional structures, while the southern portion of the site is undeveloped. There is an existing concrete bulkhead that extends across the northern property boundary. The site is bounded by Puget Sound to the north and existing large -lot residential development to the south, east, and west. The site generally slopes down from south to north towards the Puget Sound. The undeveloped southern portion of the site slopes down at an inclination of approximately 13 to 25 percent. The northern, developed portion of the site flattens out to inclinations of about 9 to 12 percent to the north of the existing residence. The site then steepens to slopes of approximately 60 to 75 percent before flattening out to a bench along the existing concrete bulkhead. This steep slope are has a vertical slope of approximately 20 feet. Beyond the bulkhead, the site gently slopes down to the Puget Sound. Total topographic relief across the site is on the order of 245 feet. The existing site configuration with King County topographic contours are shown on the attached Site and Exploration Plan, Figure 2b. Vegetation across the site consists of coniferous and deciduous trees with a moderately dense understory of native shrubs in the southern portion of the site. The northern portion of the site around the existing residence consists of typical residential landscaping. The steep slope north of the existing residence is moderately vegetated with vine maples and blackberry bushes. The northern portion of the site where the proposed structures are to be constructed is vegetated with sparse grasses. No evidence of surface water or seepage was observed on the site or the slope below the site at the time of our site visit. No evidence of erosion, soil movement, landslide activity or deep-seated slope instability was observed at the site or the adjacent areas at the time of our site visit. Site Soils The USDA Natural Resource Conservation Service (NRCS) Web Soil Survey for King County maps the soils in the site area as Coastal Beaches (Cb) along the northern most portion of the site, and as Alderwood Gravelly Sandy Loam (AgB) across the majority of the site. Alderwood soils are derived from glacial drift or glacial outwash over dense marine deposits, form on slopes of 0 to 8 percent, have a "slight" erosion hazard when exposed, and are included in hydrologic soils group C. A copy of the NRCS Soil Conservation Survey map for the site vicinity is attached as Figure 3. We observed no evidence of surficial erosion at the site during our reconnaissance. Site Geology The Geologic Map of the Poverty Bay 7.5-Minute Quadrangle, Washington, by Derek Booth, Howard Waldron, and Kathy Troost (2003) maps the site as being underlain by mass - wastage deposits (Qmw). Given the size and shape of this deposit, it appears to be typical of landslides associated with the retreat of the most recent Vashon continental ice mass, and likely occurred 12,000 to 15,000 years ago. An excerpt of the above referenced map is included as Figure 4. The Washington State Department of Ecology (DOE) Coastal Atlas maps the site as "stable" and "intermediate" with "unstable" areas to the northeast of the site. The project site is TerryJensenConst.ShahRes.G. o c March 11, 2016 Page 3 mapped as being "stable," while the area to the south of the proposed structures and north of the existing residence is mapped as "intermediate." These designations are likely based on slope inclinations. A copy of the Coastal Zone Atlas is included as Figure 5. Subsurface Explorations On January 14, 2016 we explored subsurface conditions at the site by advancing the excavation of three hand auger samples. The hand auger holes were located in the field by our representative by pacing from existing site features such as building corners and existing rockeries. The locations of these holes are and are indicated on the attached Site Plan and Exploration plan, Figure 2. A field representative from our office performed the excavations, maintained logs of the subsurface conditions encountered in each hang auger, obtained representative soil samples, and observed pertinent site features. Representative soil samples obtained from the explorations were placed in sealed plastic bags and taken to our laboratory for further examination, as deemed appropriate. Subsurface Conditions Our hand auger holes encountered subsurface conditions that somewhat confirmed the mapped stratigraphy. The stratigraphy across the site, as observed in our hand auger holes, consisted of 4 inches to a foot of topsoil overlying 6-inches to 2.5 feet of gravelly sand with organics and debris that we interpret to be beach fill material in all hand auger holes. In hand auger holes HA-1 and HA-2, the fill material was 6-inches to 1 foot thick and was underlain by 2.5 to 3 feet of medium to very dense sand that we interpret to be glacial till. Hand auger hole HA-3 encountered approximately 6 inches of topsoil overlying beach fill material to the full depth explored. Groundwater and minimal caving were observed in hand auger holes HA-1 and HA-2 at 2 to 2.5 feet. The soils encountered were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure 7. The hand auger logs are included as Figure 8. Groundwater Conditions Groundwater was encountered in hand auger holes HA-1 and HA-2 at 2 to 2.5 feet. Mottling was observed in hand auger HA-2 at 2 to 3.5 feet. We expect that perched groundwater conditions, and the resulting above optimum soil moisture, will vary seasonally. To some extent, these conditions will change with changes in site utilization, precipitation and other factors. The highest shallow or perched ground water and soil moisture conditions typically occur during the late winter and spring. The lowest soil moisture and perched ground water conditions typically occur during September/October, prior to normal seasonal wet weather conditions. CONCLUSIONS Based on our data review, site observations, subsurface explorations, and engineering analysis, it is our opinion that the proposed structures are feasible from a geotechnical standpoint. Based on the results of our subsurface exploration program, data review, and our experience in the area, it is our opinion that the proposed additions can be constructed in the planned location provided the foundation support is extended through the shallow soils and below the base of the adjacent bulkhead. We have provided geotechnical recommendations for needle pile and helical anchor type foundations below. Any slow drainage system, such as a percolation system, should be placed at least 20 feet back from the top of the slope. Proper surface drainage and erosion control measures will reduce the risk for future erosion and TerryJensenConst.ShahRes.G, A c March 11, 2016 Page 4 slope instability at the site. Provided the recommendations contained herein are included in the plans, the proposed development should have minimal impacts to the site and adjacent properties. Helical Anchors Helical piers (such as the proprietary systems offered by AB Chance and Atlas Systems) typically consist of one or more plates constructed in the shape of a helix and attached to a shaft. Helix plates range from 6 to 14 inches in diameter and extension shafts vary from 1.5 to 4 inches in diameter. Helical piers are typically fabricated from a high strength, alloy material. Helical piers are screwed into the ground with a rotary -type torque motor until the refusal criterion is met. Refusal is typically defined as achieving a specific torque that corresponds to a specific compressive capacity. The lateral capacity of the battered piling may be taken as the horizontal vector of the axial pile capacity. The Chance anchor system is a proprietary system which utilizes helical anchors affixed to a square steel shaft. The capacity of the anchor in uplift (tension) is related to the torsional resistance encountered as the anchor is installed. Torque monitoring of individual anchors is completed as the anchors are installed using a shear pin that shears once the design load (torque) is achieved. The number and size of helix plates required to achieve to design loads should be determined by the specialty subcontractor. Needle Piling Needle piling consist of small diameter Schedule-40 galvanized or Schedule 80 steel pipe that are driven into the underlying soils to refusal. The steel pipe diameters range from 2 3/8" to 6-inches. Individual pipe segments typically range from about 5 to 21 feet long and are successively joined with external friction couplers, threaded couplings, or butt welds as pile driving progresses. For the proposed structures, we recommend that 2-inch needle piling be utilized since access will likely be limited, preventing the use of larger, machine -mounted hammers. The 2- inch needle piles should be driven into the subgrade by means of a 140 pound pneumatic or hydraulic hammer. We recommend that, for 2-inch diameter needle piles, each pile be driven to a point of refusal defined as less than 1: inch of penetration during 1 minute of sustained driving. Actual capacities and refusal criteria should be verified by the contractor, and verified by a geotechnical professional. We anticipate that the needle piles will meet refusal in the underlying dense glacial till or at least 2 feet below the nearest adjacent bulkhead, whichever is deepest. However, because refusal depths are difficult to predict and because soil conditions could vary significantly across the site, the contractor should be prepared for variable pile lengths. Also, it may be necessary to modify pile layouts if rocks or other obstructions are encountered during pile -driving. A test pile could be installed to evaluate refusal depths more accurately. When refusal has been achieved, the pin piles can be cut to a predetermined height or elevation. To provide a good bond between the piles and the pile cap, reinforcing bars with 90-degree bends can be welded to the top of the pile or, alternatively, the top of the pile can be splayed apart. A structural engineer should be responsible for designing the reinforced steel and foundation elements. In our opinion, a properly installed 2-inch-diameter needle piling driven to refusal (as defined above) will provide the following allowable axial capacities. These capacities assume a minimum pile spacing (center to center) of six pipe diameters. Furthermore, the stated uplift capacity would be applicable only to needle piles that are installed with tension -resisting couplings. The allowable pile capacities are provided below. TerryJensenConst. Shah Res.G. March 11, 2016 Page 5 Design Parameter Allowable Value 2-inch-diameter Static Compressive Capacity 4,000 pounds Transient Compressive Capacity 5,300 pounds Alternatively, if access for a small bobcat size machine is feasible, it may be more economic to utilize fewer, but larger diameter piling. A properly installed 3-inch diameter or 4- inch diameter needle pile driven to refusal (as defined by the contractor) will provide the following allowable axial capacities. These capacities assume a minimum pile spacing (center to center) of six pipe diameters. Furthermore, the stated uplift capacities would be applicable only to needle piles that are installed with tension -resisting couplings. Design Parameter Allowable Value 3-inch-diameter 4-inch-diameter Static Compressive Capacity 12,000 pounds Transient Compressive Capacity 16,000 pounds 20,000 pounds 26,000 pounds It should be noted that the soil material in this area may include large soil particles (cobbles/boulders) or organic debris (roots). When encountered by piling, these can result in early refusal depths and an unacceptable pile. It will be necessary to move over and re -drive the piling or possibly increase the number of piling to achieve the required support of the wall. The contractor should be prepared for this condition. Load testing of 5 percent of the piles is required for 3 and 4-inchp diameter pin piles, with a minimum of 1 test. Load testing should be performed per ASTM D1143, quick load test method to 2 times the allowable compressive load. We recommend that we be called at the start of the pile installation to verify appropriate depths and spacing. We do not need to witness all of the piling, but do want to verify conditions are as expected and that the wall/piling are being installed as recommended. If you have questions please call us. Structural Fill All material placed as fill associated with mass grading, as utility trench backfill, under building areas, or under roadways should be placed as structural fill. Structural fill should be placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of each lift. Fill should be compacted to at least 95 percent of MDD (maximum dry density as determined in accordance with ASTM D-1,557), within 2 percent of the optimum moisture content for compaction. The appropriate lift thickness will depend on the fill characteristics and compaction equipment used. We recommend that the appropriate lift thickness be evaluated by our field representative during construction. We recommend that our representative be present during site grading activities to observe the work and perform field density tests. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing US No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. During wet weather, we recommend use of well -graded sand and gravel with less than 5 percent (by weight) passing the US No. 200 sieve based on that fraction passing the 3/4-inch sieve, such as Gravel Backfill for Walls (WSDOT 9-03.12(2)). If prolonged dry weather prevails during the earthwork and TerryJensenConst.ShahRes. G .hoc March 11, 2016 Page 6 foundation installation phase of construction, higher fines content (up to 10 to 12 percent) may be acceptable. Material placed for structural fill should be free of debris, organic matter, trash and cobbles greater than 6-inches in diameter. The moisture content of the fill material should be adjusted as necessary for proper compaction. Foundation Support Based on the subsurface soil conditions encountered across the site, we recommend that spread footings for the proposed buildings be founded on the stiff native soils or on appropriately prepared structural fill that extends to suitable native soils. The soil at the base of the footing excavations should be disturbed as little as possible. All loose, soft or unsuitable material should be removed or recompacted, as appropriate. A representative from our firm should observe the foundation excavations to determine if suitable bearing surfaces have been prepared, particularly in the areas where the foundation will be situated on fill material. We recommend a minimum width of 24 inches for isolated footings and at least 16 inches for continuous wall footings. All footing elements should be embedded at least 18 inches below grade for frost protection. Footings founded as described above can be designed using an allowable soil bearing capacity of 1,500 psf (pounds per square foot) for combined dead and long-term live loads. The weight of the footing and overlying backfill may be neglected. The allowable bearing value may be increased by one-third for transient loads such as those induced by seismic events or wind loads. Lateral loads may be resisted by friction on the base of footings and floor slabs and as passive pressure on the sides of footings. We recommend that an allowable coefficient of friction of 0.35 be used to calculate friction between the concrete and the underlying soil. Passive pressure may be determined using an allowable equivalent fluid density of 300 pcf (pounds per cubic foot). Passive resistance from soil should be ignored in the upper 1-foot. A factor of safety of 1.5 has been applied to these values. We estimate that settlements of footings designed and constructed as recommended will be less than 1 inch total, for the anticipated load conditions, with differential settlements between comparably loaded footings of'/ inch or less over a distance of 50 feet. Most of the settlements should occur essentially as loads are being applied. However, disturbance of the foundation subgrade during construction could result in larger settlements than predicted. We recommend that all foundations be provided with footing drains. Recommended Setback The City of Federal Way building department may require a building setback in accordance with IBC (International Building Code) standard requirements. IBC section 1805 requires a building setback from slopes that are steeper than 3H:1 V (Horizontal:Vertical) unless evaluated and reduced, and/or a structural setback is provided, by a licensed geotechnical engineer. The setback distance is calculated based on the vertical height of the slope. The typical IBC setback from the top of the slope equals one third the height of the slope, while a setback from the toe of the slope equals one half the height of the slope. Based on our site observations, in accordance with IBC guidelines, we recommend a setback distance of H/2 from the toe of slopes greater than 10 feet in. The proposed structures will be located approximately 12 to 15 feet from the toe of the steep slope area, and therefore meets the recommended setback distance. Seismic Hazards Based on our observation and the subsurface units mapped at the site, we interpret the structural site conditions to correspond to a seismic Site Class "C" in accordance with TerryJensenConst.Shah Res.G c March 11, 2016 Page 7 Table 1613.5.2 in the 2012 IBC (International Building Code) documents. This is based on the likely range of equivalent SPT (Standard Penetration Testy blow counts for the soil types observed in the site area. These conditions were assumed to be representative for the conditions based on our experience in the vicinity of the site. Site Drainage All ground surfaces, pavements and sidewalks at the site should be sloped away from structures. Surface water runoff from the roof area, driveways, perimeter footing drains, and wall drains, should be collected, tightlined, and conveyed to an appropriate discharge point, similar to the existing drainage system. The roof drain should not be connected to the footing drain. LIMITATIONS We have prepared this report for Mr. Terry Jensen and other members of the design team for use in evaluating a portion of this project. The data used in preparing this report and this report should be provided to prospective contractors for their bidding or estimating purposes only. Our report, conclusions and interpretations are based on data from others and limited site reconnaissance, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions: are possible between the explorations and may also occur with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. If there are any changes in the loads, grades, locations, configurations or type of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as appropriate. S241,• Approximate Site Location (map created from Pierce County GIS http://matterhorn3.co.pierce.wa.us/publicgis/) GeoResources, LLC 5007 Pacific Highway East, Suite 16 Fife, Washington 98424 Phone: 253-896-1011 Fax: 253-896-2633 Site Location Map Proposed Residential Development 30020 20' Place SW Federal Way, WA 98023 Not to Scale TerryJensenConst.Shah Res.GF.. _.ac March 11, 2016 Page 8 We have appreciated working for you on this project. Please do not hesitate to call at your earliest convenience if you have any questions or comments. Respectfully submitted, GeoResources, LLC Keith S. Schembs, L.E.G. Principal KSS:DCB:kss Doc ID: TerryJensenConst.Shah Res. GR Attachments: Figure 1: Site Location Map Figure 2a: Proposed Site Plan Figure 2b: Site and Exploration Plan Figure 3: NRCS SCS Soil Survey Figure 4: USGS Geology Map Figure 5: DOE Coastal Atlas Map Figure 6: Unified Soil Classification System Figure 7: Hand Auger Excavation Logs -q A V( ib Dana C. Biggerstaff, P.E. Senior Geotechnical Engineer + S f � I 1 f I I I R f P,rE•r,�� I DRT 1 OVA Partial Site Plan Approximate Site Locations (site plan created by Roger H. Newell, Architect) GeoResources, LLC 5007 Pacific Highway East, Suite 16 Fife, Washington 98424 Phone: 253-896-1011 Fax: 253-896-2633 Excavated on: Ja Proposed Plan Proposed Residential Development 30020 20th Place SW Federal Way, WA 98023 Not to Scale v 14. 2016 r- ,ti 3a g A -� �630010 %�✓`3 p04 96 ¢ t• r 0 i l" i Approximate Site Locations (map created from http://matterhorn3.co.pierce.wa.us/publicgis/) ti Not to Scale Lojjqed by. DRT Excavated on: January 14, 2016 GeoResources, LLC Site and Exploration Plan 5007 Pacific Highway East, Suite 16 Proposed Residential Development Fife, Washington 98424 30020 20th Place SW Phone: 253-896-1011 Federal Way, WA 98023 Fax: 253-896-2633 Job: TerryJensenCon.ShahRes.F January 2016 Figure 2b Approximate Site Locations (map created from the USDA Natural Resource Conservation Service Web Soil Survey) Soil Type Soil Name Parent Material Slopes Erosion Hazard Hydrologic Soils Group Alderwood Gravelly Glacial drift and/or glacial AgB Sandy Loam outwash over dense 0-8 Slight C laciomarine deposits Cb Coastal Beaches N/A 1-5 None N/A GeoResources, LLC 5007 Pacific Highway East, Suite 16 Fife, Washington 98424 Phone: 253-896-1011 Fax: 253-896-2633 NRCS SCS Soils Map Proposed Residential Development 30020 20t" Place SW Federal Way, WA 98023 Not to Scale T731 US •, - !f P 9 cAn va Q � Approximate Site Locations Excerpts from the Geologic Map of the Poverty Bay 7.5-Minute Quadrangle, Washington, by Derek B. Booth, Howard H. Waldron, and Kathy G. Troost (2003) Qmw Mass -wastage deposits (Holocene) GeoResources, LLC 5007 Pacific Highway East, Suite 16 Fife, Washington 98424 Phone: 253-896-1011 Fax: 253-896-2633 Not to Scale USGS Geology Map Proposed Residential Development 30020 20th Place SW Federal Way, WA 98023 Job: TerryJensenCon.ShahRes.F I January 2016 1 Figure 4 Approximate Site Locations (map created from the DOE Coastal Atlas https://fortress.wa.gov/ecy/coastalatias/tools/Map.aspx) Drift cells �) Divergence zorre ._...� Left to ri-oht No appreciable drift I':ial-it to left Undefined GeoResources, LLC 5007 Pacific Highway East, Suite 16 Fife, Washington 98424 Phone: 253-896-1011 Fax: 253-896-2633 Stable A - _ r :liter i i iediate IN-lodified Unstable 1 Unstable (old slide) VAW Unstable (recent slide) DOE Coastal Atlas Proposed Residential Development 30020 20t' Place SW Federal Way, WA 98023 Not to Scale 2. 3. Soil classification using laboratory tests is based on ASTM D2487-90. Description of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and or test data. GeoResources, LLC 5007 Pacific Highway East, Suite 16 Fife, Washington 98424 Phone: 253-896-1011 Fax: 253-896-2633 'EM GROUP NAME -GRADED GRAVEL, FINE TO COARSE 'EL ;LY-GRADED GRAVEL GRAVEL EY GRAVEL -GRADED SAND, FINE TO COARSE SAND tLY-GRADED SAND 'SAND EY SAND 1NIC SILT, ORGANIC CLAY DF HIGH PLASTICITY, ELASTIC SILT OF HIGH PLASTICITY, FAT CLAY \NIC CLAY, ORGANIC SILT DIFIERS: moisture, dry to the touch _....r, ___ .io visible water Wet- Visible free water or saturated, usually soil is obtained from below water table Unified Soil Classification System Proposed Residential Development 30020 20th Place SW Federal Way, WA 98023 DocID: AJCHomes.75thAveE.F I January2016 I Figure 6 Hand Auger HA-1 Location: Top of Slope, Center of Property Depth [feet] Soil Tvpe Soil Description 0 - 0.3 Topsoil 0.3 - 1.0 SM Brown SAND with silt, some gravel, and organics (loose, moist) 1.0 - 2.0 SM Brown SAND with silt, some gravel (medium dense, moist) 2.0 - 3.0 SM Brown silty SAND with gravel (loose, wet) 3.0 - 4.0 SM Light brown/ tan silty SAND with gravel (very dense, wet, till) Minimal caving observed. Groundwater seepage observed at approximately 2 feet below ground surface. Hand Auger HA-2 Location: Midslope near existing stairs Depth feet Soil Type Soil Description 0 - 1.0 Heavy brush, roots, topsoil 1.0 - 2.0 SM Brown silty SAND with trace gravel and organics (medium dense, moist) 2.0 - 2.5 SM Tan/grey SAND with silt and mottling (medium dense, moist to wet, weathered till) 2.5 - 3.5 SM Grey silty SAND with mottling and gravel (very dense, wet, till) Minimal caving observed. Groundwater seepage observed at approximately 2.5 feet below ground surface. Hand Auger HA-3 Location: Bottom of Slope, eastern portion of property Depth (feet) Soil Type Soil Description 0 - 0.5 Topsoil, organics 0.5 - 3.0 SM Brown gravelly sand with silt, organics, and debris (medium dense, moist, fill) Minimal caving observed. No groundwater seepage observed. Logged by: DIRT Excavated on: January 14, 2015 GeoResources, LLC 5007 Pacific Highway East, Suite 16 Fife, Washington 98424 Phone: 253-896-1011 Fax: 253-896-2633 Hand Auger Excavation Logs Proposed Residential Development 30020 20th Place SW Federal Way, WA 98023 Eastgate Environmental Health Services Public Health 14350 SE Eastgate Way Bellevue, WA 98007-6458 206-477-8050 Fax 206-296-9792 RECEIVE® Seattle &King County Try relay: 711 www.kingcountygov/health JUL 2 5 2019 June 25, 2019 CITY OF FEDERAL WAY COMMUNITY DEVELOPMENT Dan Walker 30914 10411 Ave SE Auburn, WA 98092 Re: Site Application Conditional Approval Address: 30016 201h Place SW Activity: ON0210717 Parcel No: 012103-9113 Owner: Dr. Viral Shah Dear Mr. Walker: Public Health has received your Site Application to replace the existing residence with a new 4- bedroom residence located at the above referenced property. It has been reviewed in accordance with the King County Board of Health Code Title 13. Based on this review, it has been approved with the following comments and conditions: l . A Class A Waiver to WAC 246-272A 0210(1) Table IV has been granted for a pressure sewer transport line to be constructed 10 feet from a surface water source (year around stream). The horizontal setback in this case has been increased to 35 feet consistent with the requirements of the City of Federal Way. All approved mitigation measures as specified in the Granting Waivers from State ,On -Site Sewage System Regulations, Chapter 246-272A WAC have been incorporated into the design specifications. 2. The existing residence is to be demolished and the septic tank serving it will be properly abandoned. 3. In addition to the sewer line -stream crossing noted above, the sewer line must also be sleeved under existing driveways and there will be an unavoidable waterline -sewer line crossing. Those specifications are shown on the design site plans. 4. Due to the complexity of the on -site sewage system (OSS) installation, a pre -construction meeting is required between the designer, master installer, and Health Department to discuss the construction sequence. It would be well-advised for the designer and installer to include the City of Federal Way to verify that the pressure sewer line -stream crossing as specified meets their regulations prior to construction. 5. Installation of the dripfield portion of the OSS must be done during dry soil conditions only. 6. It is understood that after this approval, a Boundary Line Adjustment (BLA) is required from the City of Federal Way to address issues from the previous property owners. Review and approval of the BLA by this department will be required per the City. If you have any questions, please contact me at david.ko aNrski 'ykin_ecounty. P tov or at (206) 477-8071. Sincerely, David Koperski, �S. 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A Class A Waiver to WAC 246-272A 0210(1) Table IV has been granted for a pressure sewer transport line to be constructed 10 feet from a surface water source (year around stream). The horizontal setback in this case has been increased to 35 feet consistent with the requirements of the City of Federal Way. All approved mitigation measures as specified in the Granting Waivers from State ,On -Site Sewage System Regulations, Chapter 246-272A WAC have been incorporated into the design specifications. 2. The existing residence is to be demolished and the septic tank serving it will be properly abandoned. 3. In addition to the sewer line -stream crossing noted above, the sewer line must also be sleeved under existing driveways and there will be an unavoidable waterline -sewer line crossing. Those specifications are shown on the design site plans. 4. Due to the complexity of the on -site sewage system (OSS) installation, a pre-constniction meeting is required between the designer, master installer, and Health Department to discuss the construction sequence. It would be well-advised for the designer and installer to include the City of Federal 'Way to verify that the pressure sewer line -stream crossing as specified meets their regulations prior to construction. 5. Installations of the dripfield portion of the OSS must be done during dry soil conditions only. 6. It is understood that after this approval, a Boundary Line Adjustment (BLA) is required from the City of Federal Way to address issues from the previous property owners. Review and approval of the BLA by this department will be required per the City. If you have any questions, please contact meat da%,id.ko rski rt kin Ycouniv. oy or at (206) 477-8071. Sincerely, David Koperski, S. 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DATE BY 07/22/14 JOB NO: X ROOF PLAN I' -_J JULY 2019 A5 OF SHEETS 7/24/201913:37:26 t� C2 45.6' ( AROUND TOWER) BUILDING ELEVATION 44.6' ��FISHER DKFISHERARCHITECTS.COM Architecture Permitting Planning Ptale & t "�1 ! 253-206-1606 708 Markel Street, Suite 425 Tacoma WA 96402 Floor & 1 3/4" 0avidQ0KFIs he rkchitects.wm W F1DDr r _ o�S► W L6 ITING V W.j ti N aZ_ W c °' _ If Plale W o �4' y M 3 COPYRIGHT 2019 FISHER ARCHITECTS PS DESIGNED BY: DKF DRAWN BY: DKF ar Floor REVISIONS 13J4' NO. DATE BY XX JOB NO: X EXTERIOR ELEVATIONS JULY 2019 A6 OF SHEETS �13FISHER DKFISHERARCHrrECTS.CCM Architecture Permuting Planning Roof Plate J 71' - 2 3/4" 253-206-1606 708 Merkel Street, Suite 425 Tacoma WA 98402 Jpper Floor 1 61'-3 David®DKFIsherArchbds.wm W Main Fbor / ►1 wW 47' - o" = FOOTING n 43'-4"—V H WL Q N Z Z = ono Q M Wl- r ROOf Plate �� Wo u COPYRIGHT 2019 FISHER ARCHrrFCTS PS DESIGNED BY: DKF DRAWN BY: DKF L]p�er Fbar �BT'-131d '-1 REWSIONS NO. DATE BY XX CAI GI%IVR ELEVATIONS JULY 2019 A7 OF SHEETS - ..' S UPPER FLOOR SUITE �C I I Ei OF G REFLECTED CEILING RAN- UPPER FLOOR fZ TY3171' 110E TflWEIt MAIN FLOOR Y " f4. TIPPER MASTER 11E13ROOM ____, _, s"rr y asoFTSTs y 7`17'Yr!"�CE.A.7NiS 5ii73,rr w TYPICAL 315 � , �y a 9tIY5tCl hN v,w w ' AA ''a 59,-0t/Z' GYP. WALL BOARD Y 1 55,9, -- 012" `/ 59, - 0 VY' !r, s- a GYP. WALL BOARD W 9,0,rz'-�-- GYP. WALLBOARD I r 5/@'TYPE'X'fr'IJ'00 iII 611��-13/4" y-n-1112' �UCCCO SOFFRS _ STUCCO TYPICAL (E) G REFLECTEI3 CEILING PLAN - MAIN FLOOR 7�"00 ��FISHER DKFISHERARCHITECTS COM Architecture Permitting Planning 253-208-1606 708 Market Street, Suite 425 Tacoma WA 98402 'I } DavidQDKFWwrAmh'Aecis cam r2 `f v W LL U) Z Wj L O f •.. a Wow = W a C COPYRIGHT 2019 FISHER ARCHITECTS PS DESIGNED BY: DKF _ 1 i DRAWN BY: DKF REVISIONS NO. DATE BY JOB NO: X REFLECTED CEILING PLANS JULY 2019 All OF SHEETS 7124/201913:38:24 W. LINE E. 340-00' BASIS OF BEARING LEGAL DESCRIPTION -0 SOUTH LINE OF PARCEL 'A' = S 0-00'48" E PORTIONS OF THE WEST 273.52 FEET OF PER RECORD OF SURVEY IN VOL. 107, PAGE 107 THE CAST 60Z2 FEET OF THE ME V4 OF THE SE 114 OF SECTION 1. TOWNSHIP 21 NORTH, RANGE .5 EAST, W.M.. AS DESCRIBED IN SETTLEMENT AGREEMENT FILED UNDER METHOD OF SURVEY KING COUNTY SUPERIOR COURT CAUSE SCAT 1" 30�: —2-32182-4 KNT, DATED FEB. 9, 2000. NO, 97 'SURVEY THISWAS PERFORMED 0V-FffltD--T0?AVERSE WITH 9 60 THEFINALRESULTS MEfT1W'6R EXCEEDING'* CURRENT 2 TRAVERSE STANDARDS COATAINED IN W.A.C..�37—IJO-090, ALL ME-A5t)RCMEN&`k18tt MADE WITH A IWO T-2000 AND 01-5 IN XCCOROACE WITH THE EOMPA"r -FVRkjR!S 00 LEGEND MANUrA SPECIFICATIONS: SET 112'•REVAM & C�j, R&��RENC S USED: (IV STAMQS",67 .- POUND 111"7REBAR & CAP JN.VVL. 107, PAW 107 STAPPED LS' 4b% co 0". so, E 411.231 32.48' 1621 4, QT 0 R Ag'? CAP W. N O-Frb�- W PROPOSED NEW -.4 V FOUND &.Rkft7Xdb--,0?E,9AR & CAP PARCEL 'S' PER FUTURE 4,5,42, LOT LINE ADJUSTMENT CENTERLINE:OF•� WA WTEk PARCEL LINE EASEMENT ------ SETTLEMENT AGREEMENT CAcogpORT srLINE` E., 536,. �72' �OFZ G� t: W. LINE E. 468.12' PATIO CoNC PATIO 4289' 227.24' AINFIC:0 LINE SEE DETAIL 'A' BE i 8, 73' .......... wl N77 -18-29'9---W .UPROIAIE EXISTINGnF PARCEL . N POINT "A Y FOUND & REPLACED REBAR & CAP ....... 92.97' ...... W. L 11VE' E. 569,12' .. ......... 5 O-*Ob'48" E .%'f4T5814'r, mot - OW C-6NC. -PA T10-'- 0.82' EASEMENT AREA PER SETTLEMENT AGREEMENT co C� AUDITOR'S CERTIFICATE SURVEYOR'S CERTIFICATE ID Filed for record this--� day of-,�� 2000 This map correctly represents a survey made by me or under my direction in conformance with the requirements o of the survey recording act at the request of In book of - pages..,, pog'I, at the request of .....CH.IC.A.Go..TITLE.,INS. ..-C.0 ................ ... in ...MARCH... , 2000 W. L INE E. 6 1J. 52' S 0"0048' t SW. CORNER OF PARCEL 'A' 005.02, k POINT 'A' N 0-06'-4ft- 14L77- FIE 2 CEIVED 2 TITLE YRANSFER JUL 25 2019 PEk`tqrZtMEN:r AGREEMENT CIWOF FEDERAL WAy A PORtfOk- OF ME I^ = SE 114 't -71�Pm 2 IN., 1?4' JE.. 44m/A -,OF SURVEY URS CREW r00,19FIRP CUIVE tg 9 FOR: 1500 CENTURY SQUARE JAMES AND 6MMLA VEK105`1 CHICA'GO Tj W INS. C 0. 1501 4TH AVENUE. SUITE 1500 s r� ox�v,r1 '�Jl lr xoa FlC 0.L°F1r,- a a1I° I � FGW1D I'X_' ACA' qW Or RiBAR k SG, PE lDCA1H%'1 OF IPLS 11857 SEPTIC S PER RECr Cr suROEY xe. 2SEMENT ARS4 lIMBF k PER SETTUMENT 0.441 E L ABRIYNETI PIS 1185! PER ROS 2D0Dp"77 � * E - Mr4r31'W ' 1'' 252V ll CAP 1 I Pa- A• NOt� APPOMWATE LOCA6 OF MTMAIE WAT R LINE r EASfW7TT PER XING�CRIT,' -� COUR CAUSE N4 97•-2�521 � 7WT I � r alui><T 1 e saa � � i �_o I'4C cuLVERr 4' PVC 17' HIGH �t8 SOLID LID RY 41.01 P11C:E:N,S] ARM 38.46 Ptiti7 ---PoM 4365 IE(W) 41.78 TEN) 41.63 RDI 43.42 IE{{>h 4213 6' PVC fE(E} 42.10 I. 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SURVEY OF A PORTION OF XX, _ � { THE XX 1/4 OF THE XX 1/4 OF SEC, A T-X N, R-X E., I I } I , •I - 1 WILLAMETTE MERMAN, KING COUNTY, WASHINGTON LEGEND ® SANITARY SEWER MANHOLE % O SANITARY SENOR CLEANOUT I r ® STORM DRAIN MANHOLE ti ® STORM DRAIN CATCH BASIN -1101- !I STORM DRAIN YARD DRAIN -11" EX- CULVERT CT FIRE HYDRANT ES WATER METER D1 WATER VALVE ® POWER METER ® POWER JUNCTION BOX R7� ® POWER TRANSFORMER m CABLE TV RISER E-- UTILITY POLE ANCHOR O UTIUTY POLE + POKER POLE Kim MOP -OP- OVERHEAD POWER / ❑ TELEPHONE RISER I /�- M6 MAIL BOX • GATE POLE I �� -o- CHAIN LINK FENCE (CLF) I �� -o- WOOD FENCE (-F) WIRE FENCE (WF) ® WOOD RETAINING WALL �Om CONCRETE RETAINING WALL I rr CXDEM ROCKERY I PAVEMENT GRAVEL r ` ,',,,--77, CONCRETE I -~ SFR SINGLE FAMILY RESIDENTIAL I `' M TREE/VEGETATION LINE DECIDUOUS TREE SHRUBS �•1 E I 77h FIR TREE I �vti JF CEDAR TREE Y� I (' MAPLE TREE WALNUT ® ALDER I � 19 COTTONWOOD _T8k 81 I. PIPE E 0.2H_ N. LN. S SCALE 1 i1,Oh = 50 fL 50 0 25 50 ( IN Fm) BASIS OF BEARINGS: SOUTH LINE OF PARCEL "A" PER RECORD OF SURVEY IN VOL. 107. PG. 107 AS DEPICTED HEREON BEARING NO'00'40"W SITE INFORMATION: 30016 20TH PL SW SITE ADDRESS: FEDERAL WAY, WA 98023 TAX ACCOUNT No.: 012103-9113 LEGAL DESCRIPTION: THE EAST 32.40 FEET OF THE FOLLOWING DESCRIBED PROPERTY: COMMENCING AT THE SOUTHEAST CORNER OF SECTION 1, TOWNSHIP 21 NORTH, RANGE 3 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY WASHINGTON. THENCE ON THE SOUTH LINE OF SAID SECTION, WEST 613.52 FEET; THENCE PARALLEL WITH THE EAST LINE OF SAID SECTION, NORTH 1,005 FEET TO THE TRUE POINT OF BEGINNING FOR THIS DESCRIPTION; THENCE CONTINUING Oft SAID PARALLEL LINE NORTH 1,780 FEET, MORE OR LESS, TO THE MEANDER LINE OF GOVERNMENT LOT 1, SECTION 1, TOWNSHIP 21 NORTH, RANGE 3 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY WASHINGTON; THENCE ON SAID MEANDER LINE NORTHEASTERLY TO A LINE PARALLEL WITH AND 536.72 FEET WEST OF SAID EAST LINE OF SECTION MEASURED AT RIGHT ANGLES THERETO; THENCE ON SAID PARALLEL LINE SOUTH 1,800 FEET, MORE OR LESS, TO A LINE PARALLEL WITH AND 1,005 FEET NORTH OF SAID SOUTH LINE OF SECTION; THENCE WEST 76.80 FEET TO THE TRUE POINT OF BEGINNING; ALSO AN UNDIVIDED ONE -EIGHTH INTEREST IN THE NORTH 30 FEET OF THE SOUTH 1165.19 FEET OF THAT PORTION OF THE WEST 610.78 FEET OF THE SOUTHEAST OLMTER OF THE SOUTHEAST QUARTER OF SAID SECTION 1, TOWNSHIP 21 NORTH, RANGE 3 EAST WIL.AMETTE MERIDIAN, IN KING COUNTY, YIASHINGTON, LYING EAST OF THE COUNTY ROAD. TOGETHER WITH THE FOLLOWING: COMMENCING AT THE SOUTHEAST CORNER OF SECTION 1, TOWNSHIP 21 NORTH, RANGE 3 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTONI THENCE ON THE SOUTH LINE OF SAID SECTION, WEST 536.72 FEETI THENCE PARALLEL WITH THE EAST LINE OF SAID SECTION, NORTH 1,005 FEET TO THE TRUE POINT OF BEGINNING FOR THIS ➢ESCRIPTIONI THENCE CONTINUING ON SAID PARALLEL LINE NORTH 1,600 FEET, MORE DR LESS, TO THE MEANDER LINE OF GOVERNMENT LOT 1, TOWNSHIP 21 NORTH, RANGE 3 EAST, WILLAMETTE MERI➢IAN, IN KING COUNTY, WASHINGTON) THENCE ON SAID MEANDER LINE NORTHEASTERLY TO A LINE -PARALLEL WITH AND 468.12 FEET WEST [IF SAID EAST LINE OF SECTION MEASURED AT RIGHT ANGLES THERETIIA THENCE ON SAID SOUTH 1400 FEET, MORE OR LESS, TO A LINE PARALLEL WITH AND 1420 FEET NORTH OF SAID SOUTH LINE OF SECTIONI THENCE ON SAID PARALLEL LINE WEST 24.88 FEET TO A LINE PARALLEL WITH AND 493 FEET WEST OF SAID EAST LINE OF SECTIONI THENCE ON SAID PARALLEL LINE SOUTH 415 FEETI THENCE WEST 43.72 FEET TO THE TRUE POINT OF BEGINNINGI ALSO AN UNDIVI➢ED TINE -EIGHTH INTEREST IN THE NORTH 30 FEET OF THE SOUTH 1,165.19 FEET OF THAT PORTION OF THE WEST 610.76 FEET OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SAID SECTION 1, TOWNSHIP 21 NORTH, RANGE 3 EAST WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, LYING EAST OF THE COUNTY ROA➢I TOGETHER WITH AN EASEMENT FOR INGRESS AND EGRESS AS ESTABLISHED BY INSTRUMENT RECORDED UNDER RECORDING NUMBER 8608291649I ALSO TOGETHER WITH AN EASEMENT FOR DRIVEWAY PURPOSES, INCLUDING INGRESS AND EGRESS AS RECORDED UNDER RECORDING NUMBER 20021022000179. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. LEGAL DESCRIPTION NOTE: THE ABOVE LEGAL DESCRIPTION AND THIS SURVEY ARE BASED UPON LOT UNE ELIMINATION AND RESTRICTIVE COVENANT, AFN 20180510001296. NOTES: 1. CONTROLLING BOUNDARY DATA WAS OBTAINED BY ACTUAL FIELD MEASUREMENTS. ANGULAR AND UNDER RELATIONSHIPS OF FIELD TRAVER WERE DETERMINED WITH A NIKON DTM 330 FIVE SECOND TOTAL STATIOI SUPPLEMENTED WITH DATA COLLECTOR AND STEEL TAPE. 2- THE SITE AND ALL CONTROL MONUMENTS WERE VISITED IN JUNE 21 3. THIS SURVEY ACCURACY MEETS OR EXCEEDS PRECISION REQUIREME AS SET FORTH IN WA.C. 332-130-090. 4. THIS SURVEY WAS COMPLETE WITHOUT BENEFIT OF A CURRENT TILL REPORT. EASEMENT AND OTHER ENCUMBRANCES OF RECORD MAY EXIST THIS PROPERTY THAT ARE NOT NECESSARY SHOWN HEREON. 5. ALL STRUCTURES (BUILDINGS) TIES AND FENCES TIES SHOWN HERE ARE APPROXIMATE AND CAN NOT BE USED TO ESTABLISH PROPERTY UI 6. THIS SURVEY DOES NOT PURPORT TO SHOW ALL FENCES AND/OR OTHER SIGNS OF OCCUPATION OR POSSESSION. 7. EXISTING, POSSESSION, LE... FENCES, SHEDS, DRIVEWAY, ETC. MAY PRIOR RIGHTS. DO NOT REMOVE THEM WITHOUT LEGAL ADVICE. 8. THE TOPOGRAPHIC SURVEY SHOWN HEREON WAS PERFORMED IN JL OF 2018. THE FIELD DATA WAS COLLECTED AND RECORDED ON MAGNET MEDIA THROUGH AN ELECTRIC TFEODOLJTE. THE DATA FILE IS ARCHIVED DISC OR CO. WRITTEN FIELD NOTES MAY NOT EXIST. 9. UTILITIES OTHER THAN THOSE SHOWN MAY EXIST ON THIS SITE. ON THOSE UTILITIES WITH EVIDENCE OF THEIR INSTALLATION VISIBLE AT THE GROUND SURFACE ARE SHOWN HEREON. UNDERGROUND UTILITIES SHO' HEREON MAY HAVE BEEN TAKEN FROM THE PUBLIC RECORDS AND ARE APPROXIMATE ONLY. GEODETIC SURVEYING SERVICES ASSUMES NO RESPONSIBILITY FOR THE ACCURACY OF PUBUC RECORDS. REFERENCES: 1. KING COUNTY ASSESSORS MAP OF NE 1-21-3. 2. RECORD OF SURVEY REC. No, 20000726900005 3. RECORD OF SURVEY REC. No. 20020927900001 4. PLAT OF ADELAIDE FOREST ESTATES VOL 149 PG. 39. 5. RECORD OF SURVEY REC. No, 9601119001 6. RECORD OF SURVEY REC. No. 20000726 7. RECORD OF SURVEY REC. No, S.P. 882005-B304089001 8. RECORD OF SURVEY REC. No. 8304089001 9_ RECORD OF SURVEY REC. No. 9005239013 10.RECORD OF SURVEY REC. No. 9305149011 DATUM A NGVD-29 BENCHMARK C.O.F. BENCHMARK No. FW155 ELEV. = 322.4 GEODETIC VIRAL SHAHow 1. 30016 20TH PL SW oFu SURVEYING SERVICES FEDERAL WAY, WA. 98023 61: W �rs10 s P.O. BOX 133 0 i MUKILTEO, WA CITY OF FEDERAL WAY y� pDE T f 98275-0133 TOPOGRAPHICAL SURVEY LJ� PHONF- (495) 9QQ-173Q �*