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16911 TALBOT RD.PDF1111111111111113416 16911 TALBOT RD ADDRESS: I[Q9J/ fi-I6o7z TAX ACCOUNT/PARCEL #: 2 7O 7 0102DX BUILDING PERMIT (NEW STRUCTURE) #: COVENANTS (RECORDED) FOR: CRITICAL AREAS #: D2 0l &j DETERMINATION: ❑ Conditional Waiver ❑ Study Required Waiver CRITICAL AREAS #: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENTS) RECORD FOR: PERMITS (OTHER — list permit #'s): PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: 3'7 �j GEOTECH REPORT DATED: STREET USE/ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: OTHER: LATEMPIDST'slForms\Jana's Street File Checklist 5-14-08.doc WLANNING DATA SINGLE FAMILY RESIDENTIAL STREET FILE Name: Date:-- Plan Check #: Site Address: 16 7 J Project Description: 49 q- law S-R-2 Reduced Site Plan Provided: ((D/ NO) Zoning-, t25 -12- Map Page: Corner Lot.- (YES Lot: (YES _--Flag Critical Areas Determination ff 6A Prejr_cf C 11 Study Required 19-Waiver (7� �� �10// (S VI Z Gv (�G( �� SEPA Determination: W'Exempt ❑ Needed (for over 500 cubic yards of grading) El Fee CI Checklist El APO List with notarized form Required Setbacks Stre0et: /0 57 Side - Actual Setbacks Street: -7 q-= Side: - F 9 te�- (-3 1 Side. 10---- Rear. _5 ( — P�Detachecl Structures: 5'�tdS o 4e- mko, )Lp COAJ� CA, 0 C 6 El Rockeries: &LA tilf ❑ Fences[Trellises: ❑ Bay Windows/Projecting Modulation: ❑ Stairs/Deck: Hufldl" Datum Point: ri M Datum Elevation. - Maximum Height Allowed-. 2-5- 0 6 Actual Height: 6Y. Yo Other Parking Required: Parking Provided: Lot Area: L� Maximum Lot Coverage: 35% Proposed: 70 Lot Coverage Calculations: A6 V s.,e--7,6 ADU Created: (YES Subdivision: Legal Nonconforming Land Use Determination fssued-. (YES ON) r < Comments IlAr V S_ OV - -7- M C 'r Xe C/S 137-5- ^1 67s-,�- L 1, ,, . ,,� 38 3-!�- I. Z Y h to C107 rror C / 2-S 16 q- F qK Plan Review By: 'g. .- 6�-7 127 Q Plam" Data Form 04 -11,06Aoc IT City -of Edmonds "4T`Da'te`Received: 0 Development Services.Department0n- i r, "City ,Receipt#: ` Planning Division `Critical Areas File. Shone: 425.771.0220 _' `.. } Critical Area's Checklist Fee.` 6 �46.00 Date'Malled1.to Applicant Fax: 425.771,.022l , The Critical Areas Checklist contained on; this 'form is to- .. be filled out by any person prearing a ; Developftf Permit Application for the City of Edmonds prior'` o; his/her submittal of the application to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical ' Areas are, or may be, present on the subject property. The information needed to complete the Checklist ;should ,,;be. easily available from observations of the site or data available;at., City Hall (Critical areas inventories, maps, . or soil surveys). A property, owner, or•t:his/her, authorized, ;representative, must -fill out the'dhecklist; sign and 'date it; .and 'submit it to the'City. ';The;'City' wi1P review' the`checklist; make a precursory; site yisit, and : make a determination of the subsequent steps necessary `to complete a development permit application. Please submit a vicinity map; along with the signed copy of.this;form to assist City..staff;in finding and locating the -,,.specific piece of property„ described on this (form. In addition, the applicant shall. include other, pertinent information' (e.g. site plan, topography map, etc.) or studies in conjunction with this Checklist to assistant staff in completing their preliminary assessment of the site. The undersigned applicant, and his/her/its heirs, and assigns,. in consideration on the processing of the application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable attorney's fees, arising from any action or infraction ;based in whole or part upon false; misleading, inaccurate or incomplete information furnished by the applicant, his/her/its agents -or employees. By my signature, I certify that the information and ,exhibits herewith submitted are true and correct to the best of my knowledge and that I am authorized to file this application on the behalf of the owner as listed below. SIGNATURE OF APPLICANT/AGENT DATE Property Owner's Authorization By my signature, I certify that I have authorized the above Applicant/Agent to apply for the subject land use application, and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the purposes of inspection and posting attendant to this application. IGNATURE OF OWNER . DATEZ— Owner/Applicant; n. , /, - Name ` Stree Xddress City State Zip Telephone: _2 Email address (optional): Applicant Representative: Name Street Address City State Telephone: Email Address (optional): Zip Critical Areas Checklist.doc/3.19.2001 Critical Areas Checklist CAFile No: Oa- 1(.0 I Site Information (soils/topography/hydrology/vegetation) 1. Site _Address/ Location: fJG`T 2. Property Tax Account Number: d ?G a L C) Z- G C-0 3. Approximate Site Size (acres or square feet): Go 4. Is this site currently developed? Xyes; no. If yes; how is site developed? t c_ lilt 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15 % (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 334eet). Other (please describe): 6. Site contains areas of year-round, standing water: .V O ; Approx. Depth: 7. Site contains areas of seasonal standing,.water: ; Approx. Depth: What season(s) of the year? 8. - Site is in the floodway iloodplain of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-round? r O Flows are seasonal? (What time of year? ). 10. 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L'F r°•' d'S !V a"� J r r t, r .� '� •r r >•r ?� �r r ` yt'iC � ^s,}} ,� ��'l i„ s t if}. � r ef�•ti>i � , �' ,s �.a� ,� ,� s 1K T r! r ' � +s11� � 7A7 �_ ,� •gtVrr� trt `r 1 v � < fr '�1,rT'F . m*r v l 'S . A' W�'V� "a",�`!.',, i f t J f -• "� r .. iE Y 7�,,• ?/�t��f � :.:r�i cgf i- � �r ' f r� 84+. 'Wt �yp,�y.''r 1 Ac y � }� p� � ��rt_ ���] $ . 4} k � Critical Areas Checklist.doc/3.19.2001 a APPLICATION for The City of Edmo SIDE SEWER PERMIT M REEET FILE NEW CONSTRUCTION ❑ REPAIRS ❑ OWNER ...... "P' ...... I / ADDRESS .......� r.. EASEMENTNo- ---------------- -- - -------------- CONTRACTOR -. ...... PERMIT N . (.` . No........... ...................... ..... APPROVED JUN 17 1970 Approved: DATE. . % - .........................BY - CITY OF EDMONDS U.- IC -CENTER— WATER -SEWER DEPARTMENT Is r yfor ct a tlim. when work Is ready for lneDection. (No inspec• SIDE SEWER PERMIT lions Saturday, Sunday or holidays.) N -0 3755 ADDRESS.........16911 Talbot Road .................. .. .... OWNER ............. 199_10... R`Y...................................................... CONTRACTOR ....... QWner Perinission is granted.....J1AnJQ--- 17..................... 19.7.Q..., for ........................ days to REPAIR or CONNECT a side sewer with City Sewers in accordance with application on file and governing ordinances. ATTENTION IS CALLED TO THE FOLLOWING: NOTE No. 1—The owners of the property may obtain a permit to construct sewer inside property line. A licensed Side Sewer Contractor must be employed to construct side sewer in street area. Do not cover any portion of sewer before it has been Inspected. NOTE No. 2—Obtain full information regarding Ordinance 11.16.030 and Regulations governing side sewers when you get permit. *•^TE No. 3—Top of side sewer must have at least 30 inches coverage at property line and 12 Inches Inside property line; minimum grade of 2%. No bends in grade sharper than % will be permitted. %--fE No. 4—Trenches in street must be water settled and surface of street restored to original condition. Contractors shall be responsible for failure due to improper work which may develop within one year of completion. NOTE No. 5—It is unlawful to alter or do any other work than is provided for in the permit, or to do any work on the main sewer or its appur- tenances except to Insert the pipe into the wye. RIECOR THIS SPACE Rr5l:.RVl'.D 17OR RECORDER'S USER' 1 TY T1­1 L_f__' IC[-:- C-01 P-/-\I\ly :> nFiCk 114" y Filed for Record at Request of Mail to: NAME Fidelity Savi.,irt,, -, -,7,.ta As.qor, 4 ation 11 n ADDRESS ---:,3 �D- _ -_Y '��;AY_ Scat IL"! 0 :A1 I ri-ton , 98109 CITY AND STATE - - - 6 2- 2-69 56- 5 Tzen Statutory Warranty Deed THE GRANTOKs ICRUDHAIJ and Ent ICE A. TRUDEAU, his vife VOL OE PAGE RECORDEV REP. OF PIONEER NATIONAL TiTLIE INSURANCE CO. 1klnurwr�t; irvINTY OFACE '1967 MAY 3. AM 9:00 STANLEY DJHQUE, AUDITOR Al 0'* IS 4 fill' :uld M collsldcr:liloll of and ocher vjtjozjbj,e considcral.'ions Ill 11.111d p:11d, collvcys ',111d Nv:iirants to Lj:o 'F. RAY and D1. RAY, his tA.Fe the following dcscrll)cd real estate, situated in the County Of Snolioinish Washington: I State of Thit port-io- c;f Ccvrrnmc_,n1: Lat 2, Section 7, Towns'llip 27 North, Range 4 East V.M. described &s follovis: r(), at: it 1`11,45" rant 766.1.8 feet nlId Uest 51-0.38 froill 1-1,(,b c�;(- cOr"101- Of :3nkCove uniien .Eot 2; tliccc No r.1.1. 1 5 r _j (cot, to rht, pW!3!- of W42,flt fect-, snore or Lo 1,11(, 1";11;fol-ly 11'lrj�jll of Coklf;Ly iko.'.)d; Nort-h '5.3/4 fe,!i,; 6 fit) '114, /0 t.c . e i: I I C.10t1' , o.4 : 4 il'­i ". I U 9 , '5 /1 J. 0 13 C e North 'jjn! 42211; F-(,' L thence South 94 . 00 fr_:c t to om p,,jr.,t of beginning. Situated in Sno!zomish County, Washington. Dated this (lay of /I _Ap-ri-1, 1967 1JY — / �,c _—(SEAQ c. y _(SEAL) STATE. 01 W A S I I I N 1'1'( NJ 's's" 0." ()Ull[V 01 Oil this 'day; of A I.I., pril, 1967 , before me, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared RAY TRU1,11U.AU �r.J EUNICE A. TRUDEAU to me known to be the individual r. described in and who executed the foregoing instrument, and acknowledged to nic chat t lic", Signed and Scalcd this Said instrument as their free and Voluntary act and deed for ill(, :1nd purposcs illcl-cill 1,11CM1011Cd. GIVIIN tinder my h.,ind and ()ffici;ll seal this 25t:h day of April, 1967 Notary Tublic(i" dna"for the Stale of lVask'nSton, n residire ,;i! Seattle 1, velL 0 9. -7 TI.-I jfrir, ♦ i of ED��O City of Edmonds Development Services Department Planning Division Phone: 425.771.0220 �o� 1 g90 Fax: 425.771.0221 The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of the application to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical areas inventories, maps, or soil surveys). T FIVE FREE S Date Received: ell 514ad City Receipt #: Critical Areas File #: Critical Areas Checklist Fee:_ $45.00 Date Mailed to Applicant: A property owner, or his/her authorized representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map, along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g. site plan, topography map, etc.) or studies in conjunction with this Checklist to assistant staff in completing their preliminary assessment of the site. The undersigned applicant, and his/her/its heirs, and assigns,' in consideration on the processing of the application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or incomplete information furnished by the applicant, his/her/its agents or employees. By my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of my knowledge and that I am authorized to file this application on the behalf of the owner as listed below. SIGNATURE OF APPLICANT/AGENT DATE Property Owner's Authorization By my signature, I certify that I have authorized the above Applicant/Agent to apply for the subject land use application, and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the purposes of inspection -and posting attendant to this application. /r )IS U IGNATURE OF OWNER DATE '7/G 2— I PLEASE PRINT CLEARLY Owner/Applicant: 1\ i -, i % - _ Name - n S Kddress 5 City State Zip Telephone: D 7 Email address (optional): Applicant Representative: Name Street Address City State Zip Telephone: Email Address (optional): Critical Areas Checklist.doc/3.19.2001 Critical Areas Checklist CA File No: Site Information (soils/topography/hydrology/vegetation) 1. Site Address/ Location: / ,� �P ( ( `-[ s-1 bc, T R- 2. Property Tax Account Number: Z ?G lz�, Ly 2 6 C-0 3. Approximate Site Size (acres or square feet): Go C> 'r�!2 4. Is this site currently developed? -Kyes; no. If yes; how is site developed? S V ( --e t c _ 41,4 < < 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water:; Approx. Depth: 7. Site contains areas of seasonal standing water; ;J 0 ; Approx. Depth: What season(s) of the year? 8. Site is in the floodway V'O floodplain of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-round? ,A20 Flows are seasonal? (What time of year? ). 10. Site is primarily: forested ; meadow ;shrubs ; mixed urban landscaped (lawn,shrubs etc) 11. Obvious wetland is present on site: Critical Areas Checklist.doc/3.19.2001 6 Erosion and Sediment control plan for 16911 Talbot Rd. Permit numbers 2009-0316 & 0317. A straw bale barrier anchored with iron rod will be provided across the south landscaped area of the property. An additional straw bale barrier will be providing at the end of the driveway where existing diversion dike ends. Straw bale or silt fence barriers will be provided on the northeast corner of the property to the point where property slopes south. Barrier will also extend across the top of east facing slope. All soil brought on to the site or warehoused on site from grading, will be covered and protected from erosion until such time it is removed, used as fill or incorporated into the landscape. Filters will be placed in appropriate catch basins in right away on south property boundary and where the storm water runoff "daylights" into the diversion ditch. 'UN 2 5 2009 BUILDING DEPAR=IMENp CITY OF EDMONDS i -�J CITY OF EDMONDS PUBLIC WORKS — ENGINEERING ACTION REPORT 9 L E'er, SUSPENSE DATE: O � LW 2563 Date: / " U Time: JvN File N 1— Attachments: =Yes e� Q No SUBJECT: i REQUESTOR: NAME: E�I.L Al ADDRESS: :r8: k" ?Y„: W A r �t` PHONE: REQUEST RECEIVED BY: TELEPHONE CONTACT IN OFFICE OTHER: it t!Sl_ RECEIVED BY: 0� ONE MM HMM�MMM on MM ©M MM no MM um MM no MM ACTION: All Concerned Notified Action Completed/File (71 r Inc. IS90 CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • 425-771-0220 • FAX 425-771-0221 Website: www.d.edmonds.wa.us PUBLIC WORKS DEPARTMENT Engineering Division August 26, 2010 Phil Tiegs 16915 Talbot Rd Edmonds, WA 98026 GARY HAAKENSON MAYOR STREET FILE RE: Driveway Slope Waiver Requests for 16911 Talbot Rd (BLD20090319) Dear Mr. Tiegs, This letter is in response to your request dated August 24, 2010, to exceed the maximum allowable driveway slope of 14% up to 16% on a portion of the driveway. After review of the submitted letter and civil plans for the development it is understood that the request to exceed the 14% driveway slope is for the area where the driveway transitions from the driveway landing to where the driveway ties into the west neighboring driveway and that this area will not exceed 16%. The determination has been made the driveways, as they exist, do not present a traffic, pedestrian, bicycle or safety hazard nor is the public health, safety and general welfare adversely affected as required under ECDC 18.80.060. Because the driveways are constructed, are less than 20% and do not create a safety hazard to the public, your request for the subject driveway waivers is hereby approved up to 20%. Sincerely, ROBERTS. E GLISII, P.E. CITY ENGINEER c: Street file Incorporated August 11, 1890 Sister City - Hekinan, Japan I.. • Request for Variance for Driveway Slope Tiegs Residence at 16911 Talbot Rd. 8/24/10 The new residence replaces an existing structure built in 1955 and sits at its approximate location on the lot. In order to avoid extensive reshaping of the lot behind the house to prevent runoff from draining to the house, finish floor of the new house was placed at virtually the same elevation as that of the old house. - The existing driveway, as it leaves Talbot Rd., Y's in order to serve the neighbor's residence also. This area also serves to manage some driveway stormwater runoff for both residences. It is critical to maintain a smooth transition here for the runoff to go where it is supposed to and for safety. These two factors forced us to do only the re -grading necessary to take out the large variations in slope further up the drive and to just even out the slope as it approached the entry to the house. Grades now are between 13.9% and 16%. This allowed us to slope the sidewalk from the garage ( the sidewalk was sloped to conform with ADA) to the house entry door so that it is safe for the elderly and anyone in a wheelchair to transition from the driveway to the sidewalk without a curb or other tripping hazard. The transition from driveway to entry is now such that a person can exit a vehicle at the closest point to the door and easily walk or maneuver their wheelchair across the asphalt/concrete change. 17J FIELD LD REPORT NELSON Project: GEOTECHNICAL Owner: ASSOCIATES, INC Location: 17311 135TH Ave. NE #A-500 Weather: Woodinville, WA 98072 Purpose of (42 5j486-1669 FAX 481-2510 Visit:_ . Tiegs Residence CM Phil Tiegs 16911 Talbot Road Edmonds, Washington Sunny, 60's Construction Monitoring File.No.: 7871809 Date: 7/28/10 Report No: 5 Page: 1 of 1 By: LSB We visited the site today at the request of Phil Tiegs for the purpose of construction monitoring at the project located at 16911 Talbot Road in Edmonds, Washington. Upon arrival, we observed that the raingarden grading had been completed. We observed that the organic soil had been placed within the raingarden area along with some landscaping plants. We gathered a sample of the organic -rich soil to perform an organic content test in accordance with ASTM D2974. We also observed that a block retaining wall had been constructed along the western portion of the property. We evaluated the retaining wall foundation subgrade by probing with a %2 inch diameter steel probe rod. In general the probe rod penetrated between 2 to 3 inches under moderate pressure. We interpreted this to be native soils in a medium dense condition. We observed that a 4-inch corrugated, perforated drainpipe and washed rock were going to be placed behind the wall. We have been providing our construction monitoring services on a part time basis. Our opinions and recommendations are based on our on -site observations only. It is our opinion that the raingarden and retaining wall have been constructed in accordance with the plans and our recommendations. Attachment: Site plan Distribution: Signed: N Main Office 17311 — 135"' Avenue NE, A-500 Woodinville, WA 98072 (425) 486-1669 • FAX (425) 481-2510 (425) 337-1669 Snohomish County August 12, 2010 Mr. Phil Tiegs 16911 Talbot Road Edmonds, Washington 98026 SIRE FILE NELSON GEOTECHNICAL ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Geotechnical Special Inspection Summary Letter Tiegs Residence 16911 Talbot Road Edmonds, Washington NGA File No. 7871B09 Dear Mr. Tiegs: Engineering -Geology Branch 112 Olds Station Road, Suite C Wenatchee, WA 98801 (509) 665-7696 (Phone/Fax) This letter summarizes our geotechnical consultation and construction monitoring services for the new residence located at 16911 Talbot Road in Edmonds, Washington. The project generally consisted of constructing a two-story residence and a raingarden stormwater system. We previously issued a geotechnical engineering evaluation for this project dated May 12, 2008. We also issued an infiltration letter for this project, dated July 31, 2009. The City of Edmonds required geotechnical inspections for earthwork construction at this project site as indicated in a letter dated June 23, 2009. The geotechnical inspections included soil bearing verification, subsurface drainage installation, temporary and permanent erosion control inspections and stormwater infiltration system installation. We were retained by you to provide geotechnical engineering inspection and consultation services for the project. We monitored geotechnical related construction activities at the project site on a part-time basis from November 9, 2009 to August 10, 2010. Our observations, opinions, and recommendations regarding earthwork activities at this project site were included in Field Reports 1 through 5, which have been submitted to you. Special Inspections Summary Letter Tiegs Residence 16911 Talbot Road Edmonds, Washington August 12, 2010 NGA File No. 7871B09 Page 2 We evaluated the residence and garage foundation subgrade by observing the material exposed in the excavation and by probing with a %2-inch diameter probe rod under moderate pressure. The soils exposed at the foundation subgrade consisted of native brown -gray, fine to medium sand with silt and gravel; and gray sandy silt that we interpreted as native glacial soils. In general the footing subgrade probed approximately one to three inches and was interpreted to be medium dense to dense and should adequately support the planned loads. We observed the footing drains around the residence consisted of 4- inch PVC perforated pipes embedded in 7/8-inch drainage rock, and covered in filter fabric, extending around the perimeter of the structure per the project plans. We did not observe the installation of the footing drains around the garage. However, the contractor provided us with pictures showing a 4-inch perforated PVC pipe around the garage foundation that was covered with 1.5-inch drain rock and filter fabric similar to the footing drains around the residence. The footing drains were then directed to the raingarden stormwater system. Stormwater for the site including roof drains, footing drains and driveway drains have been directed to the raingarden system along the western portion of the property. We observed that an approximately 3 to 6 foot deep trench was excavated for the raingarden exposing fill materials in the excavation walls and brown -gray fine to medium sand with silt at the base of the excavation. The trench was then filled with two feet of washed rock and covered with filter fabric. An organic -rich soil mixture was then placed on the filter fabric to form the raingarden bottom. An overflow pipe system was placed along the western portion of the raingarden and connected to the existing stormwater system within Talbot Road. A sample of the organic -rich soils within the raingarden was evaluated for the organic content in accordance with ASTM D2974. Test results indicated that the raingarden soils contained approximately 10 percent organic content. Erosion control measures were utilized at the project site. Temporary erosion control measures generally included a silt . fence and straw bales around the excavation. We did not observe stormwater flowing uncontrolled off -site during our visits. Based on our observations while on site, materials were not tracked into public right of way or onto neighboring properties during earthwork construction. It is our opinion that temporary erosion control measures were adequate. NELSON GEOTECHNICAL ASSOCIATES, INC, • Special Inspections Summary Letter Tiegs Residence 16911 Talbot Road Edmonds, Washington August 12, 2010 NGA File No. 7871B09 Page 3 Permanent erosion control measures were observed on August 10, 2010 at the site and generally included mulch, grass, bark and low vegetation. We did not observe any exposed areas or areas that we would consider at risk of significant soil erosion. It is our opinion that the long-term erosion control measures that have been implemented at the site are adequate. Based on our part-time construction monitoring, it is our opinion that the geotechnical special inspection items- for this project that we observed were completed in general accordance with the plans and our recommendations. ••l NELSON GEOTECHNICAL ASSOCIATES, INC, • Special Inspections Summary Letter Tiegs Residence 16911 Talbot Road Edmonds, Washington August 12, 2010 NGA File No. 78711309 Page 4 We appreciate the opportunity to be of service to you on this project. Please contact us if you have any questions regarding this letter or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. 1 ALeS. Bellah, GIT Staff Geologist Khaled M. Shawish Principal LSB:KMS:kmn Three Copies Submitted NELSON GEOTECHNICAL ASSOCIATES, INC, PRELIMINARY GEOTECHNICAL ENGINEERING EVALUATION TIEGS RESIDENCE EDMONDS, WASHINGTON PREPARED FOR MR. PHIL TIEGS 1 1 1 1 1 1 1 1 NGA Main Office 17311 — 135h Avenue NE, A-500 Woodinville, WA 98072 (425) 486-1669 FAX (425) 481-2510 (425) 337-1669 Snohomish County May 12, 2008 Mr. Phil Tiegs 16911 Talbot Road Edmonds, Washington 98261 NELSON GEOTECHNICAL ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Preliminary Geotechnical Engineering Evaluation Tiegs Residence Edmonds, Washington NGA File No. 787108 Engineering -Geology Branch 437 East Penny Road Wenatchee, WA 98801 (509) 665-7696 FAX (509) 665-7692 ' Dear Mr. Tiegs: We are pleased to submit the attached report titled "Preliminary Geotechnical Engineering Evaluation — ' Tiegs Residence — Edmonds, Washington." This report summarizes the existing surface and subsurface conditions within the site and provides recommendations for the proposed site development. Our services were completed in general accordance with the proposal signed by you on March 31, 2008. ' The site is currently occupied by a single-family residence and associated driveway. Final development plans were not available at the time this report was prepared. It is our understanding that the planned ' improvements will include the removal of the existing structure and construction of a new single-family residence. A steep east -facing slope is located east of the property. ' We monitored the excavation of two test pits on the property. We have concluded that the site is generally compatible with the planned development. We have recommended that the new structure and retaining wall be founded on medium dense or better granular native soil for bearing capacity and settlement considerations. Our explorations indicated that the site is underlain by glacial soils. Also, the site slope appears to be stable. However, there is a potential for shallow sloughing and erosion events to occur on the steep slope. We recommend that the new residence be set back at least 30 feet from the existing steep slope. In the attached report, we have included recommendations for site grading, ' foundation support, and site drainage. We recommend that NGA be retained to review the geotechnical aspects of the project plans prior to construction. We recommend that NGA be retained to provide monitoring and consultation services 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 or not earthwork and foundation installation activities comply with contract plans and specifications. to NGA� Main Office 17311 — 135'h Avenue NE, A-500 Woodinville, WA 98072 (425) 486-1669 FAX (425) 481-2510 (425) 337-1669 Snohomish County NELSON G EOTECH N ICAL ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Engineering -Geology Branch 437 East Penny Road Wenatchee, WA 98801 (509) 665-7696 FAX (509) 665-7692 MEMORANDUM DATE: June 24, 2009 TO: Phil Tiegs FROM: Khaled Shawish, PE Lee Bellah RE: Geotechncial Review and Response Tiegs Residence Edmonds, Washington NGA File No. 787108 This memorandum summarizes our plan review comments and our responses to the geotechnical issues raised by the City of Edmonds for the Tiegs Residence project located at 16911 Talbot Road in Edmonds, Washington. We have previously prepared a geotechnical engineering report for this project titled "Preliminary Geotechnical Engineering Evaluation — Tiegs Residence — Edmonds, Washington," dated May 12, 2008. For our use in preparing this memorandum, we have been provided with a site plan titled "Tiegs Residence," dated June 9, 2009, prepared by Norman & Norman Designers; and Section 23.80.070 of the Edmonds Community Development Code (ECDC) provided to you by the City 'of Edmonds. We also spoke to Michael Clugston with the Edmonds Planning Department to discuss the comments raised by the City. Mr. Clugston requested that we review the proposed plans to verify that they are in accordance with ECDC Section 23.80.070 (3) and provide our opinion on the placement of the driveway. We have reviewed the site plan and found it to be in general accordance with our original report. The plan indicates that the residence will be constructed approximately 30 feet from the top of the steep east - facing slope with the driveway coming as close as 10 feet from the top of the slope. In our opinion, a 10- foot setback from the steep slope for the driveway is adequate provided that the driveway is graded to direct all stormwater runoff away from the slope. Construction of the driveway should be performed in 'vr '' y JUN 2 9 2009 DEVELOPMENT. SERVICES CTR. CITY OF E51:rJ0tIJc: Memorandum Geotechnical Review and Response Tiegs Residence June 24, 2009 NGA File No. 787108 Page 2 accordance with the recommendations found in our previous report. We have also reviewed the proposed site plan and it appears to be in accordance with ECDC 23.80.070 (3), provided our recommendations presented in our original report are followed during and after construction. It is our opinion that the proposed residence and driveway should not decrease current safety factors against hillside sliding, provided that the improvements are constructed as recommended, and that all runoff is directed away from the slopes. We recommend that NGA be retained to provide monitoring and consultation services 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 or not earthwork activities comply with contract plans and specifications. All people who own or occupy homes on hillsides should realize that landslide movements are always a possibility. The landowner should periodically inspect the slope, especially after a winter storm. If distress is evident, a geotechnical engineer should be contacted for advice on remedial/preventative measures. The probability that landsliding will occur is substantially reduced by the proper maintenance of drainage control measures at the site (the runoff generated on the property should be led to an approved discharge point). Therefore, the homeowner should take responsibility for performing such maintenance. We trust this memorandum should satisfy your needs at this time. Please contact us if you have any questions or comments regarding our findings and recommendations, or if we can be of further help. .•• NELSON GEOTECHN/CAL ASSOCIATES, INC. Preliminary Geotechnical Engineering Evaluation Tiegs Residence May 12, 2008 NGA File No. 787108 Summary - Page 2 We appreciate the opportunity to provide service to you on this project. Please contact us if you have any questions regarding this report or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Khaled M. Shawish, PE Principal Three Copies Submitted TABLE OF CONTENTS 1 INTRODUCTION...................................................................................................................................... 1 tSCOPE.........................................................................................................................................................1 ' SITE CONDITIONS.................................................................................................................................. 2 SURFACECONDITIONS.............................................................................................................................. 2 SUBSURFACECONDITIONS........................................................................................................................ 2 HYDROLOGICCONDITIONS....................................................................................................................... 3 SENSITIVE AREA EVALUATION........................................................................................................ 3 ' SEISMIC HAZARD....................................................................................... 3 EROSIONHAZARD..................................................................................................................................... 4 LANDSLIDE HAZARD/SLOPE STABILITY................................................................................................... 4 ' CONCLUSIONS AND RECOMMENDATIONS................................................................................... 5 GENERAL................................................................................................................................................... 5 EROSION CONTROL AND SLOPE PROTECTION MEASURES........................................................................ 6 ' SITE PREPARATION AND GRADING...................................................................................:....................... 7 STRUCTURESETBACKS............................................................................................................................. 7 TEMPORARYSLOPES................................................................................................................................. 8 ' FOUNDATIONS..................................................................................................................................... 9 STRUCTURAL FILL ILL . 10 SLAB-ON-GRADE.................................................................................................................................... 11 PAVEMENTSUBGRADE........................................................................................................................... SITEDRAINAGE....................................................................................................................................... 11 11 USEOF THIS REPORT.......................................................................................................................... 12 ' LIST OF FIGURES Figure 1 — Vicinity Map Figure 2 — Site Plan ' Figure 3 - Cross-section A -A' Figure 4 — Soil Classification Chart ' Figures 5 — Test Pit Logs NELSON GEOTECHN/CAL ASSOCIATES, INC. I Preliminary Geotechnical Engineering Evaluation Tiegs Residence tEdmonds, Washington ' INTRODUCTION This report presents the results of our geotechnical engineering investigation and evaluation of the planned Tiegs Residence in Edmonds, Washington. The project site is located at 16911 Talbot Road as ' shown on the Vicinity Map in Figure 1. The purpose of this study is to explore and characterize the site's surface and subsurface conditions and to provide geotechnical recommendations for site development. ' For our use in preparing this report, we have been provided with a site plan titled "Tiegs — Boundary and Topographic Survey," prepared by Peterson Consulting Engineers, dated January 7, 2008. 1 The site is currently occupied by an existing residence. The planned improvements will include the ' removal of the existing residence and the construction of a new residence. A steep east -facing slope is located along the eastern property line. Final development plans were not available at the time this report ' was prepared. The current site layout is shown on the Site Plan in Figure 2. ' SCOPE The purpose of this study is to explore and characterize the site surface and subsurface conditions, and ' provide general recommendations for site development. Specifically, our scope of services includes the following: ' 1. Explore the subsurface soil and groundwater conditions within the site with backhoe- excavated test pits. The backhoe was subcontracted by NGA. ' 2. Map the conditions on the slope and evaluate current slope stability conditions. 3. Perform laboratory classification and analysis of soil samples, as necessary. 4. Provide general recommendations for earthwork, foundation support, and slabs -on -grade. 5. Provide general recommendations for pavement subgrade preparation. ' 6. Provide general recommendations for site drainage and erosion control. 7. Document the results of our findings, conclusions, and recommendations in a written preliminary geotechnical report. NELSON GEOTECHN/CAL ASSOCIATES, INC. ' Preliminary Geotechnical Engineering Evaluation Tiegs Residence ' May 12, 2008 NGA File No. 787108 Page 2 ' SITE CONDITIONS Surface Conditions The property is an irregular -shaped parcel covering approximately 0.35-acre. The site consists of a relatively level pad along the top of a steep east -facing slope and is occupied by a single-family residence. ' Pavement and lawn areas surround the residence with landscaping plants and a few scattered immature deciduous trees. The property is bordered to the north and south by residential properties, to the east by ' the steep slope, and to the west by the Talbot Road. ' The steep east -facing slope is vegetated with mature trees, blackberries, and underbrush. Most of the trees on the steep slope appeared to be straight, with a few observed to be slightly bent down slope. We t measured a slope inclination of approximately 38 degrees (78 percent), as shown on Cross-section A -A' in Figure 3. This steep slope is approximately 85 feet in height. We did not observe surface water on the ' site or seepage on the slope during our site visit on April 18, 2008. We did not observe signs of recent slope movement. ISubsurface Conditions Geology: The geologic units for this area are shown on the Geologic Map of the Edmonds East and Part ' of the Edmonds West Quadrangle, Washington by James P. Minard (USGS, 1983). The site is mapped as Till (Qvt) with the Whidbey Formation (Qw) mapped in close proximity to the site. The till is ' described as a non -sorted mixture of clay, silt, sand, pebbles, cobbles, and boulders. The Whidbey Formation is described as bedded sand, silt and clay with lenses of gravel. Our explorations generally ' encountered silty fine to medium sand and sand soils generally consistent with the description of the Whidbey Formation. Explorations: The subsurface conditions within the site were explored on April 18 2008 b excavating P P P � Y g ' two test pits to the depth of 11.0 feet below the existing ground surface using a backhoe. The approximate locations of our explorations are shown on the Site Plan in Figure 2. A geologist from ' Nelson Geotechnical Associates, Inc. (NGA) was present during the explorations, examined the soils and geologic conditions encountered, obtained samples of the different soil types, and maintained logs of the test pits. NELSON GEOTECHN/CAL ASSOCIATES, INC. tPreliminary Geotechnical Engineering Evaluation Tiegs Residence ' May 12, 2008 NGA File No. 787108 Page 3 ' The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 4. The logs of our test pits are attached to this report and are presented as Figure 5. ' We present a brief summary of the subsurface conditions in the following paragraph. For a detailed description of the subsurface conditions, the test pits logs should be reviewed. ' Both of our explorations encountered a surfcial layer of sod to approximately 0.3 feet. Underlying the ' sod, Test Pit 1 encountered approximately 2.2 feet of light brown, stiff, silt with trace fine to medium sand and gravel that we interpreted to be undocumented fill. Below the fill in Test Pit 1 and below the ' grass in Test Pit 2, we encountered approximately 1.0 to 2.2 feet of brown, medium dense to dense, fine to medium sand with silt and gravel, underlain by light brown to gray, dense, silty fine sand and fine sand ' with silt. We interpreted these soils to be Whidbey Formation deposits. Test Pit 1 and 2 were terminated within the Whidbey Formation deposit at a depth of 11.0 feet below the existing ground surface. IHydrologic Conditions Groundwater seepage was not encountered in either of the test pits. However, it is possible that perched ' groundwater conditions could occur on this site during extended periods of wet weather. Perched water occurs when surface water infiltrates through less dense, more permeable soils and accumulates on top of ' a lower permeability material. Perched water does not represent a regional groundwater "table" within the upper soil horizons. Perched water tends to vary spatially and is dependent upon the amount of rainfall. We would expect the amount of.perched water to decrease during drier times of the year and increase during wetter periods if perched water were to develop on this site. SENSITIVE AREA EVALUATION ' Seismic Hazard We reviewed the 2006 International Building Code (IBC) for seismic site classification for this project. ' Since medium dense to dense sand and silty sand deposits were encountered underlying the site, the site conditions best fit the IBC description for Site Class D. ' Hazards associated with seismic activity include liquefaction potential and amplification of ground ' motion by soft deposits. Liquefaction is caused by a rise in pore pressures in a loose, fine sand deposit beneath the groundwater table. The medium dense to dense silty sand interpreted to underlie the site has ' a low potential for liquefaction or amplification of ground motion. NELSON GEOTECHN/CAL ASSOCIATES, INC. Preliminary Geotechnical Engineering Evaluation Tiegs Residence May 12, 2008 NGA File No. 787108 Page 4 ' The dense soils interpreted to form the core of the site slope are considered stable with respect to deep- seated slope failures. However, the loose surficial materials on the slope have the potential for shallow ' sloughing failures during seismic events. Such events should not affect the planned structure provided the foundations are designed with the setback from the slope as described in the Foundations and Structure Setback subsections of this report. ' Erosion Hazard The criteria used for determination of erosion hazard areas include soil type, slope gradient, vegetation ' cover, and groundwater conditions. The erosion sensitivity is related to vegetative cover and the specific 'surface soil types, which are related to the underlying geologic soil units. The Soil Survey of Snohomish County Area. Washingion, by the Soil Conservation Service (SCS) was reviewed to determine the erosion hazard of the on -site soils. The site surface soils were classified using the SCS classification system as Alderwood-Urban land complex, 2 to 8 percent slopes, and Alderwood-Urban land complex, 8 to 15 percent slopes. These units are listed as having a slight erosion hazards. We anticipated that the surficial soils on the steeper portions of the slope would have moderate to high erosion potential if stripped of ' vegetation. ILandslide Hazard/Slope Stability The criteria used for evaluation of landslide hazards include soil type, slope gradient, and groundwater ' conditions. A steep west -facing slope with a gradient of up to approximately 38 degrees (78 percent) with a height of approximately 85 feet is located below the planned development area. We did not observe ' evidence of past erosion or sloughing on this slope during our site visit. We did not observe seepage on the slopes during our visit. Most of the mature trees on the steep slope appeared to be straight, with a few I observed to be slightly bowing down slope. ' The core of the slope is inferred to consist primarily of dense native soils. Inclinations of up to 38 degrees on the slope indicate high strength and internal friction angle within the underlying soils. ' Relatively shallow sloughing failures as well as surficial erosion are natural processes and should be expected on these slopes. It is our opinion that while there is potential for erosion, soil creep, and shallow ' failures within the loose surficial soils on the steep slope; there is not a significant potential for deep- seated slope failure under current site conditions. Proper site grading and drainage as well as adequate NELSON GEOTECHN/CAL ASSOCIATES, INC. Preliminary Geotechnical Engineering Evaluation Tiegs Residence May 12, 2008 NGA File No. 787108 Page 5 tsetback distances and foundation placement as recommended in this report should help maintain current stability conditions. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that the planned development is feasible from a geotechnical standpoint, provided that ' our recommendations are incorporated into the design and construction of this project. The steep eastern slope is considered stable with respect to deep-seated failures. However, there is a potential for shallow ' sloughing and erosion events to occur on the slope. We anticipate that during periods of extended rainfall and/or as a result of seismic activity, shallow slough -type failures may occur on the slopes. This report is preliminary in nature and is intended to provide general opinions regarding geotechnical recommendations for site grading and earthwork. We should be retained to review the project plans prior ' to construction. We recommend that the planned residence have a minimum setback of 30 feet from the top of the steep ' slope. The structure setback will lessen the impacts of the proposed development on the slope and allow for normal slope recession during a reasonable life span of the structure. This is further discussed in the rStructure Setback subsection of this report. ' The residence foundations could be designed as conventional spread footings. These footings should extend through any loose surficial soil or undocumented fill and be founded on the underlying medium dense or better native soils or structural fill extending to these soils. Based on our exploration, medium dense soils should typically be encountered approximately two to three feet below the existing surface; I however, thicker areas of loose soil or fill may be encountered in unexplored areas of the site. ' The surficial soils encountered on this site are considered moisture -sensitive and may disturb easily when wet. To lessen the potential impacts of construction on the steep slope and to reduce cost overruns and ' delays, we recommend that construction take place during the drier summer months if possible. If construction takes place during the rainy months, additional expenses and delays should be expected. These extra expenses could include additional erosion control and temporary drainage measures to protect ' the slope, placement of a blanket of rock spalls to protect exposed subgrades, and the need for importing all-weather materials for structural fill. 1 NELSON GEOTECHN/CAL ASSOCIATES, INC. 1 1 1 11 Preliminary Geotechnical Engineering Evaluation Tiegs Residence May 12, 2008 NGA File No. 787108 Page 6 Under no circumstances should water be allowed to flow over, or concentrate on the slope; both during construction and after construction has been completed. We recommend that stormwater runoff from the roof drains, paved areas, and yard drains be collected and tightlined to a suitable discharge point away from the steep slope. The slope should be protected from erosion. We recommend that all disturbed areas be replanted to re-establish vegetation as soon as possible. The steep slope should not be disturbed or graded. Fill and stockpiled materials should not be placed on the slope or within the set back areas. Stormwater runoff should not be allowed to concentrate or flow over the slope. Specific recommendations for erosion control are presented in the Erosion Control and Slope Protection Measures subsection of this report. Erosion Control and Slope Protection Measures The erosion hazard for the on -site soils is interpreted to be slight in the flat areas and moderate to high on the steep slope east of the site, but the actual hazard will be dependent on how the site is graded and how water is allowed to concentrate. Best Management Practices (BMPs) should be used to control erosion. Areas disturbed during construction should be protected from erosion. Erosion control measures may include diverting surface water away from the stripped or disturbed areas. Silt fences and/or straw bales should be erected to prevent muddy water from leaving the site or flowing over the steep slope. Stockpiles should be covered with plastic sheeting during wet weather and stockpiled material should be placed no closer than 30 feet from the top of the slope. Disturbed areas should be planted as soon as practical and the vegetation should be maintained until it is established. The erosion potential for areas not stripped of vegetation should be low. Protection of the steep slope and setback areas should be performed as required by the City of Edmonds. Specifically, we recommend that the setback area and steep slope not be disturbed or modified through placement of any fill or removal of the existing vegetation. No material of any kind should be placed on the slope or be allowed to reach the slope, such as excavation spoils, lawn clippings, and other yard waste, trash, or soil stockpiles. Trees should not be cut down or removed from the steep slope unless a mitigation plan is developed, such as the replacement of vegetation for erosion protection. Replacement of vegetation should be performed in accordance with the City of Edmonds code. Any proposed development within the slope setback area, other than light decks or patios, should be the subject of a specific geotechnical evaluation. Under no circumstances should water be allowed to concentrate on the slope. NELSON GEO TECHNICAL ASSOCIATES, INC. ' Preliminary Geotechnical Engineering Evaluation Tiegs Residence ' May 12, 2008 NGA File No. 787108 Page 7 ' Site Preparation and Grading Final grading plans were not available at the time this report was prepared. After erosion control ' measures are implemented, site preparation should consist of stripping any loose soils or undocumented fill to expose medium dense or better native soil in foundation, slab -on -grade, and pavement areas. The ' stripped materials should be removed from the site or stockpiled for later use as landscaping fill. Stockpiles should be covered with plastic sheeting during wet weather and stockpiled material should be ' placed no closer than 30 feet from the top of the slope. ' If the exposed subgrade soil should appear to be loose, it should be compacted to a non -yielding condition. Areas observed to pump or weave during compaction should be over -excavated and replaced ' with properly compacted structural fill or rock spalls. If loose soils are encountered in the pavement areas, the loose soils should be removed and replaced with rock spalls or granular structural fill. If significant surface water flow is encountered during construction, this flow should be diverted around ' areas to be developed, and the exposed subgrades should be maintained in a semi -dry condition. ' If wet conditions are encountered, alternative site stripping and grading techniques might be necessary. These could include using large excavators equipped with wide tracks and a smooth bucket to complete ' site grading and covering exposed subgrade with a layer of crushed rock for protection. If wet conditions are encountered or construction is attempted in wet weather, the subgrade should not be compacted as this ' could cause further subgrade disturbance. In wet conditions it may be necessary to cover the exposed subgrade with a layer of crushed rock as soon as it is exposed to protect the moisture sensitive soils from ' disturbance by machine or foot traffic during construction. The prepared subgrade should be protected from construction traffic and surface water should be diverted around prepared subgrade. ' Structure Setbacks Uncertainties related to building along steep slopes are typically addressed by the use of building ' setbacks. The purpose of the setback is to establish a "buffer zone" between the structure and the top of the slope so that ample room is allowed for normal slope recession during a reasonable life span of the ' structure. In a general sense, the greater the setback distance, the lower the risk of slope failures impacting the structure. From a geological standpoint, the setback dimension is based on the slope's ' physical characteristics, such as slope height, surface angle, material composition, and hydrology. Other NELSON GEOTECHN/CAL ASSOCIATES, INC. Preliminary Geotechnical Engineering Evaluation Tiegs Residence ' May 12, 2008 NGA File No. 787108 Page 8 - ' factors such as historical slope activity, rate of regression, and the type and desired life span of the development are important considerations as well. We recommend that structures be set back at least 30 feet from the top of the eastern steep slope. It is our ' opinion that this setback is adequate for the planned residence. The;downslope_(east)_footing`line-of the residence shouldd be_embeddedataeast-three_feet-into-medium-dense-or-better-native-soil? ' We should be retained to evaluate the residence foundation setback distances and subgrade soil prior to ' placing foundation forms. Any proposed development within the setback area, other than light decks or patios, should be the subject of a specific geotechnical evaluation. Under no circumstances should water ' be allowed to concentrate on the slopes, during or after construction. Temporary Slopes ' Temporary cut slope stability is a function of many factors, including the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the ' presence of surface water or groundwater. It is exceedingly difficult under these variable conditions to estimate a stable, temporary, cut slope angle. Therefore, it should be the responsibility of the contractor ' to maintain safe slope confgurations_since he is continuously at the job site, able to observe the soil and groundwater conditions encountered and able to monitor the nature and condition of the cut slopes. The following information is provided solely for the benefit of the owner and other design consultants and should not be construed to imply that Nelson Geotechnical Associates, Inc. assumes responsibility for job site safety. Job site safety is the sole responsibility of the project contractor. ' For lannin purposes, we recommend that temporary cuts in the on -site soils be no steeper than 2 P g P IP P rY P Horizontal to 1 Vertical (2 IH V . If significant groundwater seepage or surface water flow were ' encountered, we would expect that flatter inclinations would be necessary. We recommend that cut ' slopes be protected from erosion. The slope protection measures may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than four feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to appropriate OSHA/WISHA regulations. NELSON CEOTECHN/CAL ASSOCIATES, INC. ' Preliminary Geotechnical Engineering Evaluation Tiegs Residence May 12, 2008 NGA File No. 787108 Page 9 ' Foundations Conventional shallow spread foundations should be placed on undisturbed medium dense or better native ' soils, or be supported on structural fill extending to those soils. Where undocumented fill or less dense soils are encountered at the planned footing elevation, the subgrade should be over -excavated to expose ' suitable bearing soil. The over -excavation may be filled with structural fill, or the footing may be extended down to the bearing native soils. If footings are supported on structural fill, the fill zone should ' extend outside the edges of the footing a distance equal to at least one-half of the thickness of the fill placed below the bottom of the footing. ' Footings, including interior footings, should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and bearing capacity considerations. The downhill footing lines ' should be deepened to satisfy the effective setback requirement. Foundations should be designed in accordance with the 2006 International Building Code (IBC). Footing widths should be based on the anticipated loads and allowable soil bearing pressure. Water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to ' placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of not more than 2,000 pounds per square foot (psf) be used for the design of foundations supported on the ' medium dense or better native soils or structural fill extending to the competent native soils. A representative of NGA should evaluate the foundation bearing soil. We should be consulted if higher ' bearing pressures are needed. Current IBC guidelines should be used when considering increased allowable bearing pressure for short-term transitory wind or seismic loads. Potential foundation ' settlement using the recommended allowable bearing pressure is estimated to be less than one -inch total and '/z-inch differential between adjacent footings or across a distance of about 30 feet based on our ' experience with similar projects. ' Lateral loads may, be resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.35 may be used to calculate the base friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a ' triangular equivalent fluid pressure distribution. An equivalent fluid density of 200 pounds per cubic foot (pcf) should be used for passive resistance design for a level ground surface adjacent to the footing. This 1 NELSON GEOTECHN/CAL ASSOCIATES, INC. 11 1 1 1 I Preliminary Geotechnical Engineering Evaluation Tiegs Residence May 12, 2008 NGA File No. 787108 Page 10 level surface should extend a distance equal to at least three times the footing depth. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the foundations should be poured "neat" against the native medium dense soils or compacted fill should be used as backfill against the footing. We recommend that the upper one -foot of soil be neglected when calculating the passive resistance. Structural Fill General: Fill placed beneath foundations, pavement, or other settlement -sensitive structures should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. The area to receive the fill should be suitably prepared as described in the Site Preparation and Grading subsection prior to beginning fill placement. Materials: Structural fill should consist of a good quality, granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about three inches. All-weather structural fill should contain no more than five -percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing the U.S. 3/4-inch sieve). The use of the on -site soils as structural fill may be feasible but will be dependent on moisture content of the material at the time construction takes place. We should be retained to evaluate proposed structural fill material prior to placement. Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All filling should be accomplished in uniform lifts up to eight inches thick. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill should be compacted to a minimum of 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D-1557 Compaction Test procedure. The moisture content of the soils to be compacted should be within about two percent of optimum so that a readily compactable condition exists. It may be necessary to over -excavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. NELSON.GEOTECHN/CAL ASSOCIATES, INC. ' Preliminary Geotechnical Engineering Evaluation Tiegs Residence ' May 12, 2008 NGA File No. 787108 Page 11 ' Slab -on -Grade Slabs -on -grade should be supported on subgrade soils prepared as described in the Site Preparation and ' Grading subsection of this report. We recommend that all floor slabs be underlain by at least six inches of free -draining gravel with less than three percent by weight of the material passing Sieve #200 for use ' as a capillary break. We recommend that the capillary break be hydraulically connected to the footing drain system to allow free drainage from under the slab. A suitable vapor barrier, such as heavy plastic ' sheeting (6-mil minimum), should be placed over the capillary break material. An additional 2-inch thick moist sand layer may be used to cover the vapor barrier. This sand layer is optional and is intended to protect the vapor barrier membrane during construction. Pavement Subgrade ' Pavement . subgrade preparation and structural filling where required, should be completed as recommended in the Site Preparation and Grading and Structural Fill subsections of this report. The ' resulting surface should be proof -rolled under a loaded dump truck. Areas observed to pump or weave during the proof -roll test should be over -excavated and replaced with structural fill or rock spalls to ' prepare a stable subgrade prior to placing the pavement base course. We should be retained to observe the proof -rolling and recommend repairs prior to placement of the asphalt or hard surfaces. Site Drainage g Surface Drainage: Final site grades should allow for drainage away from the top of the steep slope and ' away from the planned residence. We suggest that the finished ground be sloped at a minimum gradient ' of three percent for a distance of at least 10 feet away from the building and top of slope. Runoff generated on this site should be collected and routed into a permanent discharge system. This should ' include all downspouts and runoff generated on all hard surfaces and yards areas. Under no circumstances should water be allowed to flow uncontrolled over the slope. Water should not be allowed to collect in any area where footings, slabs, or pavements are to be constructed. Subsurface Drainage: If groundwater is encountered during construction, we recommend that the ' contractor slope the bottom of the excavation and collect the water into ditches and small sump pits where the water can be pumped out of the excavation and routed into a suitable outlet. 11 NELSON GEOTECHN/CAL ASSOCIATES, INC. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Preliminary Geotechnical Engineering Evaluation Tiegs Residence May 12, 2008 NGA File No. 787108 Page 12 We recommend the use of footing drains around structures and behind retaining walls. Footing drains should be installed at least one foot below planned finished floor elevation. The drains should consist of a minimum four -inch -diameter, rigid, slotted or perforated, PVC pipe surrounded by free -draining material wrapped in a filter fabric. We recommend that the free -draining material consist of an 18-inch-wide zone of clean (less than three -percent fines), granular material placed along the back of walls. Washed rock is an acceptable drain material, or drainage composite may be used instead. The free -draining material should extend up the wall to one -foot below the finished surface. The top foot of soil should consist of low permeability soil placed over plastic sheeting or building paper to minimize the migration of surface water or silt into the footing drain. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point with convenient cleanouts to prolong the useful life of the drains. Roof drains should not be connected to wall or footing drains. USE OF THIS REPORT NGA has prepared this preliminary report for Mr. Phil Tiegs and his agents for use in the planning and design of the development planned on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the explorations and also with time. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the explorations and also with time. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. This report is preliminary in nature. We recommend that we review final plans to determine that our recommendations have been incorporated into project plans. NELSON GEOTECHN/CAL ASSOCIATES, INC. ' Preliminary Geotechnical Engineering Evaluation Tiegs Residence May 12, 2008 NGA File No. 787108 Page 13 ' We recommend that NGA be retained to provide monitoring and consultation services 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 or not earthwork and foundation installation activities comply with contract plans and specifications. We should be contacted a minimum of one week prior to construction activities and could attend pre -construction meetings if requested. ' All people who own or occupy homes on hillsides should realize that landslide movements are always a ' possibility. The landowner should periodically inspect the slope, especially after a winter storm. If distress is evident, a geotechnical engineer should be contacted for advice on remedial/preventative measures. The probability that landsliding will occur is substantially reduced by the proper maintenance ' of drainage control measures at the site (the runoff from the roofs should be led to an approved discharge point). Therefore, the homeowner should take responsibility for performing such maintenance. ' Consequently, we recommend that a copy of our report be provided to any future homeowners of the property if the home is sold. Within the limitations of scope, schedule, and budget, our services have been performed in accordance rwith generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are ' a means to identify and reduce the inherent risks to the owner. 1 F1 NELSON GEOTECHN/CAL ASSOCIATES, INC. Preliminary Geotechnical Engineering Evaluation Tiegs Residence May 12, 2008 NGA File No. 787108 Page 14 We appreciate the opportunity to provide service to you on this project. If you have any questions or require further information, please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. �i L e Bellah Staff Geologist Michael D. Rundquist, PE Senior Engineer BD:LSB:MDR:pkw Five Figures Attached NELSON GEOTECHNICAL ASSOCIATES, INC. Puget Sound VICINITY MAP Not to Scale Project Site M Edmonds, WA \\ mn=Pl' 62oo6,NAYTEQ"dr TeleAUas Project Number NEASSOCIATES, INC. LSON GEOTECHNICAL No. Date Revision By CK 787108 Tiegs Residence N A , 4i2810e Original sus BD Vicinity Map GEOTECHNICAL ENGINEERS & GEOLOGISTS Figure 1 17311-135th A— NE, A-500 Snohomish County (425) 337-1669 Woad-41e, WA 98072 Wenatchee/Chelan (509) 665-7696 (425) 49&16691 Fex 461-2510 www.ne1wWootech.mm 0 c oo 0 v 3 co � Site Plan N Cr (D opt 'cno 59° g�& 3$74 Approx Rockery Ty , "f': / Top of lope TP-2 5 Z \a rce I Ades Z m Dry O O Z i1 O m -i µ, n z= n? n r LEGEND o — • — Property line TP-1 _ Number and approximate 0 40 80 —� location of test pit A A' Approximate location Scale: 1 inch = 40 feet of cross-section CD cn 0 x Reference: Site plan based on a plan dated January 7, 2008, titled "Tiegs- Boundary and Topographic Survey,"prepared by Peterson Consulting Engineers 9nnnvn71nRTi . Xsa.+­ a� a A A' OD - Z 1 iu Q C O0 3 West 160 - n --1 o CID �(0 � N 0 M ,. 120 o a � M a) >v 0 �. Drn o ca m w 80 Existing East 160 120 We, m Z E 3s r�i x O > Q Z Q 40 40 Dr ao O OZ a m -1O umi m 0 0 0 z Z I I I I I I I n 0 40 80 120 160 200 240 a r Distance (feet) Exploration o Test Pit Designation — TP-1 v d m o � Groundwater Level 1 NOTES: — During Exploration 1) Stratigraphic conditions are interpolated between Geologic Contact the explorations. Actual conditions may vary. (approximate) 2) Elevations are arbitrary. 00 Reference: Cross Section is based on field measurements using a hand-held clinometer and 100-ft tape measure. 1 2008\787108 Tiegs\CS.dwg UNIFIED SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS GROUP NAME SYMBOL CLEAN GW WELL -GRADED, FINE TO COARSE GRAVEL COARSE- GRAVEL GRAVEL GP POORLY -GRADED GRAVEL GRAINED MORE THAN 50 % GRAVEL GM SILTY GRAVEL OF COARSE FRACTION RETAINED ON ' SOILS NO.4 SIEVE WITH FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND SAND SP POORLY GRADED SAND MORE THAN 50 % RETAINED ON MORE THAN 50 % NO. 200 SIEVE OF COARSE FRACTION SAND SM SILTY SAND PASSES NO. 4 SIEVE SC ' WITH FINES CLAYEY SAND FINE - SILT AND CLAY ML SILT ' INORGANIC CL CLAY GRAINED LIQUID LIMIT LESS THAN 50 ' SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY 'SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT INORGANIC MORE THAN 50 % PASSES LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FLAT CLAY ' NO. 200 SIEVE 50 % OR MORE ORGANIC OH ORGANIC CLAY, ORGANIC SILT ' HIGHLY ORGANIC SOILS PT PEAT NOTES: ' 1) Field classification is based on visual SOIL MOISTURE MODIFIERS: examination of soil in general accordance with ASTM D 2488-93. Dry - Absence of moisture, dusty, dry to the touch 2) Soil classification using laboratory tests ' is based on ASTM D 2488-93. Moist - Damp, but no visible water. 3) Descriptions of soil density or Wet - Visible free water or saturated, is from consistency are based on usually soil obtained ' interpretation of blowcount data, below water table visual appearance of soils, and/or F test data. o ' Project Number NELSON GEOTECHNICAL No. Date Revision By CK 787108 Tiegs Residence Soil Classification Chart ASSOCIATES, INC. NGA GEOTECHNICAL ENGINEERS & GEOLOGISTS 1 4/28/08 Original SLS BD Figure 4 I 17311-135th Ave. NE, A-500 Woodinville9 WA 96072 Snohomish County (425) 337-1669 Wen=,/Chelapnh57696 Q (425) 466-166/ Fax 461-2510 nelenm Ci 2 LOG OF EXPLORATION DEPTH (FEET) USC SOIL DESCRIPTION TEST PIT ONE 0.0 - 0.3 0.3 - 2.5 2.5 - 3.5 3.5 - 11.0 TEST PIT TWO 0.0 - 0.3 0.3 - 2.5 2.5 - 6.5 6.5 - 11.0 SLS: BD SOD ML LIGHT BROWN, SILT WITH TRACE FINE TO MEDIUM SAND AND GRAVEL (STIFF, MOIST) (FILL) SP-SM BROWN, FINE TO MEDIUM SAND WITH SILT AND GRAVEL (MEDIUM DENSE, MOIST) SP LIGHT BROWN TO GRAY, FINE SAND (DENSE, MOIST) SAMPLES WERE COLLECTED AT 2.0, 3.5, 6.0, AND 9.5 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 11.0 FEET ON 4/18/08 SOD SP-SM BROWN, FINE TO MEDIUM SAND WITH SILT AND GRAVEL (DENSE, MOIST) SM LIGHT BROWN, SILTY FINE SAND (DENSE, MOIST) SP-SM GRAY, FINE SAND WITH SILT AND SILT LAYERS (DENSE, MOIST) (DENSE, MOIST) SAMPLES WERE COLLECTED AT 1.5, 3.0, 5.0, 7.0 AND 10.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 11.0 FEET ON 4/18/08 NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 787108 FIGURE 5 Zone S — [ Z Corner, Iag.. APPROVED BY PLANNING Setbacks Re�u!red Actual 1 APPROVED AS NOTED io ro Front vJ�iot �, ZZ o +- Sides �V Gib N� )s � ;ram rd{pec or�� Rear 2S 2`Sr Da$a: _ Other S Hei i e t : MA 138.00 '� NEW COTTAGE BLOCK 2 I ' o GRADEBREAK I NEWAPRON FIR-16" COTTAGEBLOCK ��j��' ,i �, °�,, 1".�, / .DEC-16" GRADEBREAK POP-12" \.,.I 13 1' r 142.50' J POP-18" / ..., .. FIR 14 I e Rai {BM. III , 140.0 DEC-8" 1 1 iV HO —. y iDC E S<y T DEC-2 `.. 1 FIR— 2a' I PIN-18' ' I c, ., ,. :.A R EC .. no -POP -CLUSTER; AUG, 0 3 2010 6EVE'L1bf1*T S+ERVM.ES C7.13. b!f7'Y DE','EDMoNDS m SHEET REVIEW DRAWINGS - 7/26/10 at-D20L6 -O sz/$:- lDe4k' 0. 0 1 3 O' . . It 30, � I � ........... N I � , . * . ­­ . * .1. * . , * C* I 4 , , I I-1110 FOUND FOUND I , - , 1-jimly 0 . . ..... 7. . ]. . j ....... "'� "_ TEMPORARY EROSION AND SEDIMENT CONTROL PLAN NOTES � ....... --. - I � REBAR & CAP I", I I I 1. THIS PROJECT SH 1 t_7�' : LS 17672 1 'I / . __ _LS 17672 , \ � I ;.�- .-S�, ........... .... __ - I , 10 "."'.".''. .'*-' � � - - �, � Erosion and Sediment control plan for 16911 Talbot Rd. Permit � .. ...0 ... - �, - \11 ,I V3_ -_ ­ � � 0 ........ * ­ 1.,.,.,. : I -_ I" , , I I If i REMOVE PORTION OF FAVIN5 �. - 11\ I numbers 2009-0316 & 0317. 0�'.'.*.'.'.` - .1 .... I. . - - , _�__:��_ .-- - - . \ I ---- :� I I � ...... INTEFFERM tul NEW ­_ �_ - -, \ I'�� A li� .. .........,.,..,.,.,1.,.,.,. / __ � 11 __11 ___.� , -_ , \ I-, \ 2. THIS PROJECT SH . ___ I _�' �­__ -, - .. ... ... __� � . 1:: - ,�,__ --:::..:: S89*03'05"E , \ \ ........... ] .... I I . __ _\ \, \ � ... W ... � CONSTRJCTION AS NEEDED - --- I—- - ,- ....- ­* '' ./ I _�_ 000�m-- - - I. �-- I \ \ , _ --------- A straw bale barrier anchored with iron rod will be provided across the I � .. ...... I .... : BRICK PILLAR 1__:��77_�__:,__�__ __�,__ � �, I .­_. I / FOUND / ­�, `�-`�- _�_ ,=__ % \ ,_ � \ - ,.I, _,�� _� ,\ 42.24' 1 A A - I - .;� ...� \ ..... 7*.j.1;D .­� � � -,, ,_;- - ...... . I I I -_ south landscaped area of the property. An additional straw bale barrier 0 " I ... __ , � __ - F,� ,� �_ ---::�� __ I - - r CV_ , . I . . - . , I � - I ­­ .. ... I , I . __�_ / � , - I --- .... ,', t, � ,\ �-, \ will be providing at the end of the driveway where existing diversion I ............. \ I , , ,_ - ,--/ I - I . , - *1 011. , - 7___ - . "_"a - - '', -_'_ il \ , - . .'.'.T.'.'.' I ( �, / CULVERT LS17672 ,_�,:�_j / 1 <Z:��1111 I'll - 11 - - I --- 5 �\ 1, \ \ , � \ I im ........... I.... - I A I dike ends. Straw bale or silt fence barriers will be provided on the I 11�1 ....... ... w . ,� IE 12" 120.99 .11�1, � " 'IF . . . . .,.,.,.,... .. .. .. .. .. .. .. .. .. TIM, �', \ \ \ , I MONJ ............ I"-'-*- I 1, " -, 1OO ... I . . . . . . . . . . . . -X.: 11, \ \ ,� I � northeast comer of the property to the point where property slopes I I ....... ... -1 i ........... ....... .9 \ \ \ � , 3. ALL INTERIOR AN ..,.,.,. I /I ,�:,�- 1 /v4-78' 1 ----% .....................,.- ............... \ \ '\ \ \ south. Barrier will also extend across the top of east facing slope. � . .,.,.,. I * -, - * -, I I ,/, SIGN WITH ........ I 1� , " I jOq.b . . ....... I . '-'-� . -\-' ��:::::::�::. \ \ 1,�- [ TER ... ....... . I....... *. I , * � .. .. . . . . . . . . _. - 7-7'� - I \ A A P - ( L 1-1 7 1 ` , . . . . . . . . . _� . . . . . . . . . . . . \ \ I \L�-"T'­ �� I;-," '.1 ..., . I ...... ................ I AND TREADS. IRC 303.6 "."', " < " . '.'.'.'.'- / /1, / 11 ,THOUSE U`MBER'-_.­ ' - - '. 0- ' , 1. / . . . . . . ............... ..\ ....... . \ \ I - .1 I ............ I".'.. I q I ....... _�_i-' ......... .. \ 71 I, TE I.C. , " "'..", 11 I : i� L - - - - .'. '' .*j.o�.77.. �/ / I I I )I . .1 ........ " ... ­:­7._*..,., ,., ... \1 I I I I \ \ .- " , �_L..�� , - ............ \ \ \ - ` .". ... , , ......... ... ........... I . 1.'.' * , . . � j % . . i- ,;��' * , -'- V t , \ '\ '. t-. *,.. " %. "', . , , All soil brought on to the site or warehoused on site from grading, will I I ......... I!] I � . -,\\, \ __1 � 7 .......... I ... ...... � ...... I'' * I., , N ....... I ... / .... ...",.", ... . . . . . . . . . . . . . .. .. _� . . I ...... so .0../ ..... A!.THALT.'.'.'.'.'.'.'.'.'.'.'.'.- 2% $L \ \, �_ \_11 \ \ ,., .-..'%-. ­.-! '1'1�.i '... ��*-`% 11. % / . . " ....- 11 -:% ..... �_L,._:_� .:,) . ;;�: ..q. " ....... V. 1, \, - .'., - `-',� A ........ , * . I ...... � - ,..-.-.-]-.-.-.-.-...........................- .. . _�,._. . ,�� ..... 1. ..... 4 ....... DRI - �_' _\ CIEC CLUSTER DEDIFOR:, (A`h!''STN.,S PER IRC 306.4. ­ ... .,.*.*.. . %, . 4. HOT WATER SHALL be covered and protected from erosion until such time it is removed, 4.... . . -I-, , >_ - . \ ....... ... ...... . . y-'-'-'-','.'-'-'-'-*-' z��­ is) \ \ � " '.. .._."", 'I, � " "" '41. � 1.1" �.­ -1, . . .., ?w I ... J. . . . ...... ... .. . I . .... I.,_ . ... .. _.... , "�, \ V, \ ,�\ o:1 "? .... � i / ..;� ... � .... �. . . . .,j�,. --- * . � ... j , " , I ­ I - I o". I-12'. I -�-. � I F.", ....... . .W� .......... \ � , , . used as fill or incorporated into the landscape. I ... , I I . . ..... ) .......... I .... . .............. ....... "'. I M ....... \ .............. , ' \ \ " �: � �,,,, 1, ,�11 ....... ........ I L ­� ........ � ............ �. � Emil' * * ..... \ .............. \ ' \ I I , I I ........... . ..... ....... . _. . .1'. *.'.'.'.'. . . 0 , VIA :1 V .. ....... O..... ... .,�.j ......... .... ­ \ \ ,�' \ 5. CEILINGS OF GARAG. - . :,;__ \ , ..... ..... ..... �-Ow--L_ - ..... I....... ...... . -11 , �,, .... . . . . ... . . . . . . . . . . . . . . . _�_ .,.,. . ........ * ... * . Ma ....... \ .............. 0 1� __ 11 . - -� OHP- --1:;f______) .......... - . * - ... ............... .1. ......... I..... ........... EMN ..... 1� , , , '.'.'. *.'.'.'. *.'.'. \\ \ E, I E,_ \_ I , ( _\ " - �,. "'. �- - IT ............ . ..... / . '\ ................. �o--'--_>--.'.-.'.'.1 .'.NE 0 , , -- � � ­/ - \ 0 \ ', \ , \ \ \\ '\ \. ­ - - I 11 ... ........................... - - 0 _ .jR . -S'S. T ',',, I Filters will be placed in appropriate catch basins in right away on south � ........., '2: �:. .... �_ 1. ' I . . SEPARATED By', NQ'T'-.'--?T3,'., JAN W�, 1YPk'1'X' GYPSUM WALL BOARD ­ .\-./�. . I / ... ,-.-. ........ . .... - I a .. _. � \ \ \ \ '' " , W "I ..... I 0 . I ,��,,R C", :` J. �,h�,�,,`. �',_ :, --- . . 0 -- - --- %LL: TdW=139.5, / - .710M . . . . - ' �` - " ?//, . /A, I I - I.0 , . . ­_ .. .. .. 11 .. ... ... 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DOOR§ .'� " ` "I QMMO,j ,�­ Nil ..... ,,, r \ \, ,, 'r .m I I' & WASHER 1 ,E \A N: 135.85' , - \ \ __. - ,�� ___ I -�� - ... .... 0 ..... �\, .1 /16 E� I , _� " -..3 ", - I /-'COL I ECTING* 25. FOOT -'-',I:r- - - - - W 48" CB -T-- :1 - - . . I - I \ \ \ _ � .k...6 ..:. - ��. . - J11 ......, � ........ ....... L ­ , 7! ,� \ '\ 1 1 _ , _. _f - - -, / / . >,.i ,Nis� � - r 149---- \ rr( .j6i . I I _*.L.M.1 .j i ... -.O.... RIM 12 . 0, ---T � ( � \ \ I V" .. 4111ETEW / -E ____ f 11 - C,', _j6i - 1� tar� 11 -, i % . . __.; _-:- -7- _____ BIB& . . . . ..-__� ­ 1�,< � �,� / I I I . . ........ m .. 0 Lu,ar- - - I 3 ( �,.,.,.,.,.,.,..� ME � _., (N I, \ \ \ \ .-,-\P(-)p - ....... *. W 11-,_', JI'.E. 30" - -3 ��l E G G "*'.*". - \ \ .'\ ��` 1 6. EXTERIOR DECKS 1j_ / _'-DE Tld4 .. �..l . ........ _j I 1�e 11 .. "_ - I A .0 �, I, " I I �_ I .* ... r.... " . I . , I I 4 i ......... -�M � I I .,.,. . *. A ..... .... 1. . . . .1. . 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B f , I . . . . . . . . . . . . . . . . . . . . >- I - , FIR - C ,-, I \ \ \ \ \ , .., �. .. . ... � p / 1'r I 2-STORY WOOD . 6 CHAIN LINW­F­EV(�E��Z_- - _' / \ \ \ \\\\\\\ ', EXTERIOR COVER. P R OD U C T,E...,',,� S E I'V _ I ... Lu / i ������l�������:���!������!:!,I�ii,,� ... /1 .% �________�,__x -,_-_, " �> ­ SSMH (5072) -'- - -­ / fl_I�c, � � \ ­�',D IIINITf//I�'.­ADF�Q,UAT�F, W "' I 0 I !'B' 11 19 FRAME HOUSE _� \ ' " . , L----/ \ \ \ ,\ \ \ \ IIN , .. -...,.,. '.'.'1.'.'. o . �1_ I �: 1:: j-'__ -__T.��7 %.___;,___I I - - ! �V� I \ - I - I q-.�jjq iy// RIM 124.96 1 ....... �.. 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X"..'... - - --- SHER 117672 / ,�4 ---� !i�i�i��i�!�i�:, \ ... .. .: , , �\ I - .....'.. - - ,::,-,:%,:,"::: 1:.:.1:..:--': :-,.X'.' `..': ,::.-*.-.*---'�. ::...-. .. � \ ... :­ .. ''. " . 4 ..... -1. :.,.: �, .. . % . - . . . .. , - I \ I - N , � --:1:-.-:1-1:1--­­:-'.- ..:::.:::. - ­ 11 . -.--­-1.:... .:.:::.,:.: .:..:, ­­ I I - "... ... :...:.,:.. .. .:: ........ -;-:-:-:-:-:-... - :.:..: ...,:.:.:. .: .: .... - ­�, I ', , "' I . - .... - - - -_ � I / -11 i:::::��������i�������������.:.iii�.-.,.Z.,..,.,* -- \ \ I . ::,..:,. X.: -:1-:.: '... " I \ - ` OW ER/CONTRA0 ,TOR IS RESPONSIBLE FOrt - "': ",::,*,** . . . -, A �. - ... W. ___ \\ \ ..,...,.:.*1.::1. . .;��_- -,/, " -11 .......-I---... .. ... ii��ii!��i!�ii!�i� .. RROJECT AREAS: ,.:­.­....- .. .. �%------`:,:`:,:::::: i 4 1:-'.1.-'.-:.'.-'.-:.:.:-.-1 I:.­:.X.,:. %­..:.,... -1 r- :-1; i - I - . ::::-..,::-..,:: . '" "' .., ::.:.: -_.� / X ­� \ \ '\ \,-'--,,APE,R0SION CONTROL AND DRAINAGE EXISTIWj HOUSE To BE EMOLISHED: " ` * . - - I ,,� . . 11� _�-' 13 1, I " N ! �.`-i`. .. ��i�i�i�i�!�i�R, ::I�!�i��:i::� 1.11 \ % .::, ­ .1--I, ,( / ....� . . " - r? -­ / � - _ - , - % -.:.,.-..::-... �-­* A , .......... 'OUTIL . � / , . :`.':.:'.:'.:1:. :::::::::::::::.- :! ' � � I _-�_ -3 � .%. I I I D ..: %.%... . , .. / :" "" - - 1. . , ­_ . `.-`:1:*::1*1'*:":1­:, ..-.', " " ... ---'.!'*__`-�-`---.-'1` .. .. ­ ,; X� - U.4 W-4- if I 11 - ", \ I /**11::`1 :.**,..'..-,..'...*-'.*--'.."�..".'..,*.*-."'..,.''..."�*-.,...'�...",.�,*,."��.,.".� X-"*7 1 , I/ :. . ,:.-..: -.*, -..::, .1..:.1..:.1.:.1.: . . Cf, V - , :*,*: : : �-`.`-��*.-,---,.�.`�� ��.,***.".,.*,.".*.*,.*,..."��'...., ::: :`P 0---� I ­j - / kj , i I 1 .4- .".'......'......'..'.1'�.'*..-'..,......'*."...".'...."i! --.::,i-.,.,:, / I/ - \ I.. :1: �..*.,.,�..*.,.,.,i..,.,..*..*:,..:.:.:.:.:.,:, . __ ", , \ .\, :-.*,:;-.*,.--.*,.-:', ,.:,:,::,:: " - - 142.50' � ,-. , '\-", _j� - � / _', � I I - I I Nl_`�i ___X ( HEATED HOUSE MAIN AND UPPER FLOOR AREA: 2,052 SP ......... ... .... ............ - " / � \ ", - I - ,\ \ ...,..:...,...,:,.::".::.,.,:,..,:;..,.::..,.:::..,.:..*,.:..,.::..,::.,- ,:,.: .,.:...:. zz4 / -, I .1 . , . / . ::"::,:.. I 'Iil__�' / I '_ / I '. p(JP-IF, ,_­_� ".:".::".::".::..,:"..,::...,::...,:::.,..".,.,.:,,.*::""::", 0 Z3 ,q 4 I 11 - EX16TING GARAGE AREA TO BE REMOVED: (009 SF � .-:".:-.,.:,.::".,:" - .,.:... X.1:1 . / ", AF 51TE , , S I D `�_ �.- \ ,\\ I .: - - .:,.:, . . - ........ ��_� , I / H E I ��, POP- /_G0V"'\ , ..... ......... %,.,.: .:.:".::"::.. : ....... .* ' ... .: - .,.:... : /CQ I I . ..., :::.,. if, 1/1 WWC ` - I 11 5 I -, -, I . I -.%:"...,.:..".::::...::...::...,:;...,:::: : / � I--- "I' L00A IN 00 -1 KI / I 1. �, , \ I .... . I .. I .I -M 'n"'ni-T: I \ \ , �, " f�l - R \ .::-1:-1:-..:1-:1-: -,�..-. / / ,� E ro I IN �� ,___�-a, I \ \ , CB (5069) ...:.:.:.:-,::...:-' :.,.::; J I 6� IN " I \ 1, ____1 . - - .. -, .. -.:-. .. 1p',I/ I � / -,( / \ � \\ '/ IL I I ":..*,: .-*,: .:,..: - :',*,. :".,:": , / / � - - � , \ , PROPOSED HOUSE SIZE: .x­­­-:5,� -,-.-*..-,::-, -, ... :�....:.::..::...-:..::,..-..-...::.:. 0 , \ \ ::.... ... .. .. ....... "I �� I I _10.. - \ RIM 125.09 1 ..... . , /, ,, "' A ,�7 61- - RAG \ 351, �7 �"'�­ , .. .. . . ... - .......... X,.: : .....'........ :: Lujul 'P., , . . . I : ".: . .'.-' .... .,.,: I I � \ .- , - \ , - \ \ \ \ '\\\ GARAGE (NEW)- !:.. -.'.:.-.;..*'.:::: . " '. .. .. .. 1, . , / ......;.i..... ..., :,".".., . .--'.'.-":-, . . /I / N ". / ��­, \\ UL& " - - .*.::,:", , �-_ !�� - - - ) . - \ \ \ " \ \ \,\,\ IE 12" PVC N. 122.69 .::.*,:.*,: .: .': ... V - -7 \ I 11 1314 SP ;;­­*-`.-,::,.:-,: -'.`.'--'.1*.1, ": %. 111, / / VATION no /-� ,�� � ­, ., .. * * X...": I/ f� ; \1 11-1 . , __��, - - .. .,:.:,.: .'..-..'.-. 11 ..1. '-.'::,.:*::. ��ii��i�!iii��!�'� / - , . / , \ "I .. "..': ", "':.1-`-,.:-,: \ \ I 11 v � ' , - -, I -, 1\ \ �,\ \\ ............ ..., - I - - \ - .... "....' �. .. , \ \ ", \\ ... .. � - ",.*.*.'.*,."..,...,.,..,:.,..'..*.'..'..*..,.,.*..*:.:.*, I �, � \ .. - .,... . -, - ......... X......... . .......... ::,: ��]�����::-- ............., .. ..........%........... �� ; I I I -1 � "', I I I I - � . - ,5, 'I \ , , �, - I ? � ...... : - ...1. "": 0. .. """', . ( I . UTE RAIN WATER �, A HOUSE\f/ I \ rco - I I V ........ I ..-:-,..*:*-1-'.11.'1-.'1.1' - - * * ;.,..`..:���i�� ,:.,.,.: ....X. :.......: ,� - / I ,� ,� .. ... . ....... . .... ..-.-:-.-:.. :-, .."-:1-:1.Z..... - I \ - IE 8" CMP W. 122.54 � ".., "': ., :1 .11:1 ,z� � - .J-d� 0 0 \ : ......"'.... :%. : i �, I � \ � , I - � I I I MAN FLOOR (NEW).- Ikuo SF �, .::.: _.-__--_---__--. ­ I EL . �- I . ::: I I1.1.1 I I X I - ' M � I / " �� � ..:.:..I.:..,.. ....: -.I..-.,..:,..,..:,.:,.. ...... : . ... .. ­- , 00 C� i ., -':....: .. .*..:,:.*,.::,.*,::"::".::".... I ���:������i�;�i���i����������i�,, 11 IL, I '/ �FIS' ta. 7 1 �.. 131 6- , � FIF - 14" A . IE 18" CPP S. 121.94 1 . R�,Wo D ,g 112 _ ,V r-_ W _ �D= ' " �'j 6 , \\ -e 707 .....'...'..., ...........-............��-.--.-............:: 11 Q TO FROP05 I ��: / . ---.' UPPER FLOOR (NEW).- ... :',... .........".... . ............... . . ,., ��, //\\, � I ' �'j" I � \\ I,r28O ­:::x­..-,... "*,.'.'......."......,]���]���������������i���::* I I - - � .: I....,.. -X...'.... I �. :. I / � � .1 I ____ --- / .0- I \ kld ....... ....... .. . . .. ............. I .�� . I - I P \ TOTAL NEW 14EATED HABITABLE AREA: 3�46 SP ­1 , *1',*,',*,'.' , " , I I - ... ". ... .,,,,, , .�,� � 111I\ .,.,.:::.*,:.*,:.*,::"*".".*,.', *1. '.'.'. _....... a - - I � 0 a) _. .,..,:-,: � ... ..". %::.,.. I rl`_� C� - , I I 0'0 'E ,_ ,� I I I �', .�l���l�������l�]�i�]�i���l������:: �]�:!�i�!�!�ji� . . . . . . : ";5� � I ____ � '... :.,..,..,......%-.%...:.:.:.:.:.;.:.:.:.:.:.:.:.:.::::::::::::..:,* - _jcl -_ - �,__ - \ ,4 0 1 1 � )I\\ I- -.I.-...-.1­.1.-:...: --- I ,:'I*,. ..: .1.1.1.. DECK � I . , , -i i�i�i�i::ii���:::;:����iiii::�i��. ���j�;;!�j��i�ijij:�Z. .. Bilt-, - - \\ ,e V) %: %, ix: �:::�:;;i�i�:::;iii�i�::: ij .. --- _j -_ I I . .. 4.'..* %-.-.-.-.-.%. - "L- ,. L - �, _� - - � ,\,r,o � I � � I � �� �\ ..:. .. � ... _-, __�._ - - - - - - - - - . ... .. ., ­ :..-.:...::-,- - - - - - - - - , I 1X..,:x. ::"*"1.,.,:.,'.',', I ..... , I 0 1`�7,\ i - - - _j ) I LOT SIZE: 1(0,15" SF . I - , . I .1.: 1-:.:.:-1:.­-1:-111:-111: .:-1:-'.-:-'.-: \ . I � :... I INE OF EX TIN6 ,,�\� '. - . -..*,-,...,:, -.* -1 �, � 71, __ -, I � :,."i..,....iii���iliiiii�i�il��i�ii�.'. �!ii�ii!!!�iiililiii �iililii�i�!� ( --- - ,- ','� � i � ,jL 1%OSED SURFACES TO .. . '.....": .... : ..... ::::::::*:­, I -*..-'-' -,i,.,e: .... ....... ............. ii:.'.., . - - ...., .- \ ... ............... ... .. ....................... .... .... ... CB (5070) ,:�.... . .. . *,::: I " I I- I , \ , '� � I .... ii�-.-'. .""...,.*...,..,.*....,.,.*.,.,..*,..,.,.....,..*,...:,- - I I RESIOENCE 13F son \\� I ..... .. . - ...:......, ............ , "..�..*,.:.":.,*..,:.,*..,:":":"...-.'*"-.-.*'-.-.-..-.-..- .......... .... ....... . I..' ',:...-..*.......:":::::'':T."- - \� I - .... "..'.... .,..: -'....' -'.....' -,..:..-::..:::-.,..1...,,'.-. ". . ... .. ....... %... " .,*., '.....': . ... .. 1P ( I .. 11-...:,...: ..-:-.-:-_--:,-:,--.,.-1 ."..%..... . ­­ ­­­ : I ( L71KI/1- I;P9M,eh.1=r) �� /, I off Al ,�, ,_ / a 0 PROPOSED IMPERVIOUS AREAS: RIM 123.55 ,::.. - - " � � _­ . 1% I an-rZ1,01 Itsm- ^^I � 1A I ^I . � ) � B �60 �RFD WITHIN 2 DAYS ___ - NEW ROOF DRIPLINE: 3,3L-4 Sp. NEW DRIVEWAY AREA: 1,58'b Sr - TOTAL (NEW CONSTRUCTION) IMPERVIOUS: 4,8-B8 SF. TABLE R301.2(l) CLIMATIC AND GEOGRAPHIC DESIGN CRITEERIA SUBJECT TO DAMAGE FROM ICE SHELD Frost GROUND WIND SEISMIC WINTER UNDER- AIR MEAN SNOW SPEED DESIGN Line DESIGN LAYMENT FFLOOD LOAD (mph) CATEGORY Weathering Depth Termite Decay TEMP REQUIRED HGRDS INDEX TEMP 25 85 D2 Moderate 18" -_ Slight I Slight I 270 No Rm Maps 0-1,000 500 . I . I Poderate, Moderate, - I 1 11-8-99 1 1 138.00'ASL 142.50' AS AVERAGE GRADE: -- 1311151' ASL MAXIMUM BUILDING HEIGHT FROM AVERAGE GRADE: 25 FT. MAXIMUM BUILDING HEIGHT: 16550'ASL PROPOSED BUILDING FINISHED FLOOR HEIGHT: 14050'ASL GRADING CALCULATIONS: EXCAVATION QUANTITY: 140.0 C.Y * FILL QUANTITIES: 40.0 C.Y. W 13 Z " ka W � 00 0 It 010 M - �_ 0 M Ul [on � W -19 .[Y i_'6 - a -Z Ul M a 2 129 �10 W W �_ ";;�- in 0 In N M � 31 M <=) < �� I ,� 14 �' 0 -1 � ED q ck� z � I - OR 5 M . �0 W Ln M 1A 0 I - C:) X 0 in M 0 0. SHEET INDEX: ucalullrM I IM NUKMAN A1.0 SITE PLAN, PROJECT INFORMATION, GENERAL NOTES P.O. BOX 1052 S1.0 STRUCTURAL DETAILS LANGLEY, WA 98260 S2.0 STRUCTURAL DETAILS (360) 381-0061 S2.1 FOUNDATIONIOWER FLOOR FRAMING PLAN . S2.2 LOWER ROORLIPPER FLOOR FRAMING PLANS S2.3 UPPER ROOF FRAMING PLAN RE,SUS S3.0 STRUCTURAL DETAILS S3.1 STRUCTURAL DETAILS JUN 2 5 20U9 A2.0 MAIN FLOOR PLAN SoA rj9 A2.1 UPPER FLOOR PLAN -�T' ­11--i7 gr-1 �V'_ ,A,., U'LD'NC; DEPAR'FMEN'r " OPY C CITY OF A% A3.0 BUILDING ELEVATIONS -_ �, EOMONDS - ----. A3.1 BUILDING ELEVATIONS SHEET A3.2 MOMENT FRAME AND DETAILS A1.0 A6.0 GLAZING ISSUANCE FOR PLANNING REVIEW - 6/12/09 � zc��to�� RESUB JUN 2 5 2009 BUILDING DEPAR,7J`MENT CITY OF EDMONDS �11 Erosion and Sediment control plan for 16911 Talbot Rd. Permit numbers 2009-0316 0317. A straw bale barrier anchored with iron rod will be provided across the south landscaped area of the property. An additional straw bale barrier will be providing at the end of the driveway where existing diversion dike ends. Straw bale or silt fence barriers will be provided on the northeast corner of the property to the point where property slopes south. Barrier will also extend across the top of east facing slope. All soil brought on to the site or warehoused on site from grading, will be covered and protected from erosion until such time it is removed, used as fill or incorporated into the landscape. Filters will be placed in appropriate catch basins in right away on south property boundary and where the storm water runoff "daylights" into the diversion ditch. R i.l 1 51009 13UILDING DEPAR+7M&j- - CI7Y of EDMONDS 30' a 30' `� j�r�f� FOUND ��J�� GENERAL PROJECT NOTES FOUND TEMPORARY EROSION AND SEDIMENT CONTROL PLAN NOTES ; :: ! REBAR &CAP REBAR &CAP 1 t LS 17672 LS 17672 �i 1. THIS PROJECT SHALL COMPLY WITH THE REQUIREMENTS OF THE 2006 Erosion and Sediment cohtrol plan for 16911 Talbot Rd. Permit i .... I Rja(`IOV� PORTION OF P,4VlNG o INTERNATIONAL RESIDENTIAL CODE (IRC) . cumbers 2009-0316 & 0j 17. r . , 1NTESFERINCs w/ NEW ROCKERY _ \\ I" CONSMICTIDNAS NEEDED 05°E\ 1 2 WITH THE REQUIREMENTS OF THE 2006 A straw bale barrier anchored with iron rod will be provided across the I I � L ` i FOUND BRICK PILLAR-�'x+=x S89�0�3'� 1` IMCS 2006EIFC, 2005COEC, Y2006 UPC, 2006 WSEC, 2006 WSVIAQ south landscaped area of the property. f1n additional straw bale barrier 42• \ ALL OTHER APPLICABLE LOCAL, STATE AND FEDERAL CODES AND will be providing at the end of the driveway where existing diversion I I REBAR & CAP �Q 4, AND Y g I . ' ��-�=-- -- FE ; ORDINANCES. i.. J CULVERT LS 17672 \ dike ends. Straw bale or Silt fence barriers will be provided on the r ! IE 12" 120.99 ^E *-�� AREA OF CON crlaN N78.41'p0 x 1NG 3 EXTERIOR northeast corner of the property 1:o the point where property slopes € I I STAG I J SIGN WITH 54' �- _-.. \ :... ALL INTERIOR AND RIOR STAIRWAYS SHALL BE PROVIDED WITH south. Barrier will also extend across the top of east facing slope. "�10g• X - \ A MEANS TO ILLUMINATE THE STAIRS, INCIJUDING THE LANDINGS I .. I ... HOUSE MBER..'...1... O .... / ..... _.... \ .. .. \ I.... o. ,.T. Sr A1, TES.c. AND TREADS. IRC 303.6 All soil brought on to thesite or warehoused on site from grading, will t T❑ I • • ...... R / ...;! ^� . \. \ - c� ... o .. .....q ..HALT..... ... be covered and protected from erosion until such time it is removed I �.p4 = - T .......... .. ?� SL \ <; �'. DPE 4 . HOT WATER SHALL BE PROVIDEll F K s��a>s' `S N ES PER I .. I 69,^ h , .... I ... ... �. ... -.... .....� A� ......DRI�Y�WAY... ..... used as fill or incorporated into the landscape. RC 306.4. P p �- t N ��.79.'.:.'.) .'.... �. �....'..' :o a°®or . ...... ` ....... ..Ga aiP----aw--�i-- �' s, L . ` ... o.... ® , .1. �� \\ \\ \ 5 . CEILINGS OF GA '°r.. .. NE. A® �+■Ao�...�`... �� \ ::.;. \ GARAGE H ,FIABITA4 LE R61, SHALL BE Filters will be placed in appropriate catch basins in right away on south i i M'' RA �'� :. WALL: TOW=139.5,`~ AAA `�sr �. \ SEPARATED BY, NG?T..`T�ti T AN 5%8!' i'YPE'% ' X' GYPSUM WALL BOARD property boundary and. where the stone water runoff "daylights" into i . ' d ❑ :::: eOW= .�~. % �.I �- Boom'. �:�...... \\ '�� � \ \ \ r �, / �/ 0 RD ry .136 ® ~~J a� \ (GWB) PER fRc .. �y...- C7.c�AG WAI.F�fiND SUPPORT COLUMNS the diversion ditch. I "� _ FOUN... MAG AIL ,>:> / oAAB: ��,. ... \ \\ \.... „ r ir'R DS�D N :.:. ST P [}'FOOTING o,am�,.. jr[]i� TO F1�-'TA '!�t�, AREAS ' 'f')J RECEIVE NOT LESS THAN 1/2" _ t & ASHER 17 .::::, '. / \ COMM ,-f E \9 ON: 135.85' A° � �. . I COI. ,:CTNG t25 fi00r W48' CB ® �~'�. AAA°` _ \ GWB . COMMON ;,'.7MM01C?,,"To-- �% AND HABITABLE AREAS SHALL BE ' \ �\ L 3OIINGN. AMI=TER. a RIM 125.50 • 13981' °�a �-140'- - \ \ 2 MINUTE R74,: --�:.-R�CK�R~�, �� �` 0 T'D UO/t�j1 WITH SMOKE SEAL PER IRC 309. 1. 00 LE. 30" 22. 0 \ . DEr rrcr Pl € ,}� , Q A A E GA G ■A \ t a / °�, 1425 \ 6. EXTERIOR DECKS SHALL BE FASTENED TO THE STRUCTURE WITH t I r i.> APSlTE SE r. ■ . / FO N ELEVATIO 0' FASTENERS NOT SUBJECT TO WITHDRAWAL PER IRC 311.2.1. CB 5069 I.. i i Q I t_OCAT! Er, q° CRAWLS GARA SHED ■ \ Gov ( ) j i I / I �■ FOOT[ fLEVATiON: 137.50' FINIS FL OR ELEV. I 40 �� \ 2 RIM 125.09 t t I /Q G A ■ (1 E• / .. w \ \ \ 7 STAIRS SHALL HA 1 �� GAY ION ~, r \ nor VE A MAXIMUM RISER HEIGHT OF 7 - 3 / 4 " AND A IE 12" PVC IL 12: 1 PRO l® I$� ES / I . I PQ ■ I ISHED FLOOR ELEVATION:1 .50' ■ r \ MINIMUM TREAD LENGTH OF 10". STAIR TREADS NOSINGS IE 18" CPP S. 121.94 5G ° 13150' 2-STORY WOOD e° ASN EDDTO VIDE RAILINGS LANDINGS AND OTHER COMPONENTS SHALL MEET THE IE 8" CMP W. 122.54 NEW48' CB �� FRAME HOUSE g ��` w RA y. E ION i �,P lA1G DRAIN \ ° f,. co REQUIREMENTS OF IRC CHAPTEP. 3. I RIM 130.25 I T/GN I TO IXJ h °'r�� FF ELEV. = 1 .27 ® S Nl j GONT i .E. 301, �tylp N.121.7 _ ®~ ` . ® � I CONT CA 8_A8. `-NEIU �'® ®� ~ , 8. SMOKE DETECTORS SHALL BE INTERCONNECTED, HARD WIRED 110 1 ert �_- �01 �� DECK -- �A '~ ® �� 1 El-_ _ _ _ _ NOUSE VOLT) WITH BATTERY BACKUP AND PROVIDED AT ALL SLEEPING CB 5070 DISCNA aE hJrIEN ON '-{ �--- -- 'II LINE- xlSr! - i�o�PRlN� - a■°®®� - ®m /�L y - - I ; ROOMS AND ADJOINING HALLWAYS AND ON EACH FLOOR INCLUDING I ■A $L., Z O ! 1 BASEMENTS PER IRC 317. RIM (123.55 FOOTING. RAMS. RES1DrcN E TO ■o■ ■ � F IE 8" CMP E. 122.45 L .. o ® �� S89'51'21'PI'�Po 00' 14250' �\ 9. THE GRADE AROUND THE BUILDING SHALL BE SLOPED DOWN AND AWAY FROM TH FOUNDATION 198.16 �\ \ o ATION WALLS A MINIMUM 1F`=: 6" WITHIN THE FIRST -� ..- ... CRAWL SPACE �- o 100FEETEANDUSHALL MEET THE RE UIRE?�I: I\i . .. ... .. F I \ Q 0 RC 401.3. ... ACCESS 4 • R" �� SET R BAR & \ S. w 1� .. x�,x-- �'140-_ _ C 10. EXTERIOR WALL SHEATHING : -MUST, . v .• • ',•.:; _ _ _. ;- AP, LS 17672 EX .. - �� • � ;� B�FGcZE INSTALLING r I Iw 2-STORY WOOD Zy 6 CHAIN LINK EF NCE "�--- --_,_ j \\ EXTERIOR COVER. PRQDUC7: 4 SEI��SITI TO VERSE WEATHER SSMH (5072) I I / _ r.. o FRAME HOUSE ( -x _--J SHALL NOT BE INSTAL UIVIT)J;Dj;uiA'1 ' WEATHER PROTECTION RIM 124.96 r.. I rr I c) DECK- T �� { s - , Y �� IE 8" N. 116.26 SET REBAR & _ 0� t , r FOR THE IDr:STAL s�', rOiV I% <PROT;�I'DED.�,%L�XTERIOR WALL ENVELOPES IE 8" S. 116.36 �� -o. _ !' CAP, LS 17672 t/ �( SHALL PREV h�`i ACG//TKjULATION�C���i(('fAiER INSIDE. IRC SECTION 703 AND TA1✓:L R70 4i1. � ,A T MPORA ) EROSION AND SEDIMENT CONTROL(TESC),R ',el- : RADI G AND DEMOLITION SITE PLAN ( 11. APPROVED COR/O,SI0./19E'SISTANT FLASHINGS SHALL BE PROVIDED IN SCALE: 1 "=2 .00' o - / SUCH A MANNEiFA' S TO BE LEAKPROOF AT TH E TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS, UNDER AND AT THE END OF MSONRY, WOOD OR METAL COPINGS AND SILLS, CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM, WHERE EXTERIOR PORCHES, DECKS OR O 30' 30' 10 20 40�. " STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD FRAME N CONSTRUCTION, AT WALL, AND ROOF INTERSECTIONS FOUND CTIONS AND OTHER 1.......... 1 3JJ �ni Wn CB (5069) RIM 125.09 IE 12" PVC N. 122.69 IE 18" CPP S. 121,94 IE 8" CMP W. 122.54 CB (5070) ---'`- RIM 123.55 IE 8' CMP E. 122.45 LOCATIONS AS REQUIRED BY IRC SECTION 703. D 12. MOISTURE CONTROL SHALL BE PROVIDED TO MEET SOUND ti CONSTRUCTION PRACTICES AND THE REQUIREMENTS OF WASHINGTON VAIQ CODES. 13. WATER PIPES IN UNI.3EATED AREAS SHAT,. -.., �1.:TNSULATED. 14. SHOWERS SHALL BE PROVIDF,,D WI 14­...)-17 XJMUN•.. :. 5 GALLONS PER MINUTE FLOW. TOILETS Stl,L -E RA'''ED FOY``-.1.5 GALLONS PER FLUSH. HOT WATER H;T'ER SI?iL , BE WALL AND p.LTTS:?", r, R ,r, J, - r M�CALLY STRAPPED TO 3 r 31H:, r;RES f�R PzT/s,/'TEMPERATUR.E RELIEF VALVES VEN''�;1_NG-XTEKIOR�O_� i SE. ONTRAOTOR- IS RESPONSIBLE FOR15 . LAUNDRY" , '� AND"<.,BEr.'1HB1�(���3if'AL.,1' BE PROVIDED WITH EXHAUST FANS 310N CONTROL AND DRAINAGE TO EXTERIOR" GL, BUT��L'��u�iNG CAPABLE OF PROVIDING .A MINIMUM OF 5 AIR CHANGES 1>✓R HOUR AND 70 CUBIC FEET PER MINUTE. KITCHENS SHALL RECEIVE A MINIMUM 100 CFM EXHAUSTING HOODS, \\ PROJECT AREAS: \ EXISTING HOUSE TO BE DEMOLISHED: \ \ HEATED HOUSE MAIN AND UPPER FLOOR AREA: 2,052 SF N4 HED, EXISTING GARAGE AREA To BE REMOVED: 609 SF L�;AOF BEl'O fESf NCE i NRE - l \ I f A -- \ ; ` A E XPOSE:D ' F OE5 TO PROPOSED HOUSE SIZE: I z PQ�� EXCAVATION : GARAG 35 -Ifa �� `✓ 131 O \ BE 0VERED JI'T IN 2 DRIS GARAGE (NEW): 914 SF 2-S RY W000 I ri UTE RAIN WATER �AN HOUSE:. ' ,,. r MAIN FLOOR (NEW): I 66 SF 1 A P PLANi�1 JIR FF TO , ROOOS FF EL :140. 7 i o o _ 310 B --- o I UPPER FLOOR (NEW); 1 trJ� ---`-- - �tia`� o `' y TOTAL NEW HEATED HABITABLE AREA: 3,246 6F o� DECK___. - _ -- ----- -- ----- ° �° In 1 ` L1NE OF EX TINCx RESIDENCE BE AA \ ' �,A o FOOT/REMOVED - SB9'51'21'�.DO' P / T/6PTLINE I 198.16' _j RAWL SPACE 4�\ \ }E�O�,F FROJECTEL) BOX FOR HEIGHT ACCESS �• Qom%' DE`L�'INATION 8,09 x •-- -_x- 1 ``' 1 rx 2-STORY WOOD / T _ 6 SSMH 5072 "' 1 w / CHAIN LINK FENCE ( )--""'_ _�€ i t l.r FRAME HOUSE �-- --x- TOTAL (NEW CONSTRUCTION) IMPERVIOUS: 4,898 S.F. LOT SIZE: 16,158.E SF PROPOSED IMPERVIOUS AREAS: men�\ `� ROOF DRIPLINE: 3,309 SF PROJECT TEAM: a NEW DRIVEWAY: 1 89 SF �o �\ TOTAL NEW CONSTRUCTION IMPERVIOUS: 40B6 SF OWNER: PHILIP TIEGS SET R61R & \ 16911 TALBOT DRIVE CAP, LS 17672 \\ STRUCTURAL LOT COVERAGE: 2%o59.5 SF / 16,158b 6F = 16590 EDMONDS WA 9802E SITE PLAN SCALE: 1"=20.00' PROPOSED BUILDING HEIGHT CALCULATIONS: EXISTING AND NEW TOPOGRAPHY AT CORNERS: D 10 20 40 140 DO' + 142 50' /2 -- 14125' ASL TABLE R301.2(1) CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA SUBJECT TO DAMAGE FROM ICE SHIELD Frost GROUND WIND SEISMIC WINTER UNDER- AIR MEAN SNOW SPEED DESIGN Line DESIGN LAYMENT FLOOD FREEZING ANNUAL LOAD (mph) CATEGORY Weathering Depth Termite Decay TEMP REQUIRED HAZARDS INDEX TEMP 25 85 D2 Moderate 18" Slight/ Slight/ 270 No Firm Maps 0-1,000 500 Moderate Moderate 11-8-99 13150' ASL 138.00' ASL 142.50' ASL AVERAGE GRADE: = 139,81' ASL MAXIMUM BUILDING HEIGHT FROM AVERAGE GRADE: 25 FT. MAXIMUM BUILDING HEIGHT: 16550' ASL PROPOSED BUILDING FINISHED FLOOR HEIGHT: 14050' ASL GRADING CALCULATIONS: EXCAVATION QUANTITY: FILL QUANTITIES: 140.D C.Y. 40.D C.Y. (425) 774-5680 CONTRACTOR: OWNER/BUILDER PROJECT INFORMATION: (PHILIP TIEGS) OUINER: PHIL AND DIANA TIEGS STRUCTURAL ENGINEER: 16911 TAL1:50T DRIVE STRUCTURAL DESIGN ASSOCIATES EDMONDS, WA 98026 2210 HEWITT AVENUE, SUITE 400 (425)114-5680 EVERETT, WA 98201 SITE ADDRESS: 16911 TALBOT DRIVE (425) 339-0293 EDMONDS, WA 98026 SURVEYOR: APN.: 021040100102000 PACE ENGINEERS 11255 KIRKLAND WAY, SUITE 300 (PREVIOUS 01210410200002) KIRKLAND, WA 98033 LEGAL DESCRIPTION: (425) 827-5874 SEC 01 TWP 21 RGE 04 RT-45) BAAP NO1'11 45E GEQTECHNICAL ENGINEER: 166.16FT 4 W 51038FT FR SE COR 5D GOVT LOT 2 TH NELSON GEOTECHNICAL ENGINEERS N 55FT TPB TH W 198-IIFT M/L TO ELY MGN CORD TH 17311 135th AVENUE NE, STE. A-500 N5534FT TH N6914 00E 51.16FT TH N 19'41 00E WOODINVILLE, WA 98072 10'3B4FT TH N89'03 05E 42.24 FT TH S 94FT TPB (425) 486-1669 SHEET INDEX: DESIGNER: TIM NORMAN A1.0 SITE PLAN, PROJECT INFORMATION, GENERAL NOTES P.O. BOX 1052 S1.0 STRUCTURAL DETAILS LANGLEY, WA 98260 S2.0 STRUCTURAL DETAILS (360) 381-0061 FILE S2.1 FOUNDATION/LOWER FLOOR FRAMING PLANSTfIEET S2.2 LOWER ROOFIUPPER FLOOR FRAMING PLANS 82.3 UPPER ROOF FRAMING PLAN RESUB S3.0 S3.1 STRUCTURAL DETAILS STRUCTURAL � '' , 0 200q A2.0 DETAILS �� 2 5 2Q09J, MAIN A2.1 FLOOR PLAN UPPER FLOOR PLAN OUILIDING DEPAR4i'MeN7• Orry OF EDMONDs A3.0 p�11,pIN® OEPARTNAEWi BUILDING ELEVATIONS ILDI 13 EDMONDS A3.1 BUILDING ELEVATIONS A3.2 MOMENT FRAME AND DETAILS A6.0 GLAZING ISSUANCE FOR PLANNING REVIEW - 6/12/09 tom- D }a D J❑ J 03 fq in Nm D x m IL Tw zad3 6 s, -7 JUN 2 5 2009 STREETFIL CITY I Q Ni LATIMAL -,j 0 BY Cr1*111 P v\ ClEe 4 r ROCKERY ye ctctk V REPLACE EXISTINd FENCE WITH LANDSCAPING HEDGE S89003'05"E A - BRICK PILLAR N 2.2 44' FOUND R E B A R CSC, CAP OVER AY SURFACE WATER L IDIVEPTER TO NEW CATCH BASIN CULVERT LS 17672 tAON SOG NNiNG�p� APPROVED BY PLA AS NEEDED TO PROVIDE OVERLAY EXISTING DRIVEWAY z IE '12 120.99 011 -7 B- 4A MAXIMUM OF 14% SLOPE SIGN WI TH HOUSE NUMBERS t)GF- 0 3 TFA ALE, -T.E.3.c, 1 r2 0 -ji EBLA SDRIVEWAY Q) Zone Corner Flag 11 EDGE OF NEW 12" CB, RIM 136.25 HALT 100 ASP DRIVEWAY 35.00 Setbacks, Re(wired Actual LT I.E. 4" PVC S. 1 136.25 D R I V� WAY Front Id q REMOVE PORTION d5 IOPQ 'ft Cry of Edmonds does rol review, approve, Sides /V _31(o OF EXISTING I I I PAVING kniuspermilialbr,orins;mct -*or 0\. -1D Rear 2-1 36 it. - - - ow - - - - - - - EXISTING GE OF 0� of #me pims or Inspection a i ofASPHALT Other all Work kvekided In these p-t,.:): not constiMe --------- 0�- PROVIDE AREA r- � e\- -z �r. 2-7 GAS -GAS GAS 0, eu&t Chy Opprovd of rockerive, Construction of OF NEW PAVIN --------------- W - I rockefts Is prohlbilled wRhin the City of RIP -RAP AT cc) GIs Edmonds under corlain drcumstances and in G PIS TIGHTLINE certain ektWons W ECID, C 18.40.020.0 F]TVTINGeof OUTFLOW PIS .9 CAP SITE SEWER AT 1,,ZS,A; Q'I GPs LOCATION BEYOND AREA PROVIDE AREA GPS- OF EXCAVATION PAVING/ f 140 5PIS PROVIDE4" I OF NEW Z EW N EXISITING LEANOLT Wo 0 FOUND MAG NAIL 1P NA I \00Y L WATER METER C 5 --TIGHT INE MAL WASHER #17672 En 0,4 FROM ROOF TD W RAIN GARDEN 142.50 V -3----- j\ ! '' .; i:. .. \ 0 O! U1 ►z 0 U] PER \t► R W ?\�MAS% W WATE & SEW TNI SDI SICB (5069) ER b, I \N N --DESIGN CAP AC INSFE IONS REaD VOLUME OF 8, 3 RIM 125.09 APPROXIMATE I I Z / / / / / 1326 _L I; 35�10" CAL 426- 1.0220 Off 1--- - - - S- GALLON I t2�A. I w/ RIP -RAP AT EXIST WG SffWE7 IE 12 PVC N. 122.69�I NAGE DITCIJ OUTFLO LOCATIONISI�TEMPORARY SHED /03 -:P§Q6K%- IDE SEWER OUT WITH134.5 IE 18 CPP S. 121.94 VERIFY 6" S w S + 4�t /, ­10 12" OAST IRON LOCKING!,PHOLE COVER I I - $11", 1 1: 1 1 X.O. 1 1 1 1 1 // - -- - IE 8 C M P W. 12 2.5 4 NEVI ROCKERY (MAX,3 HEIGHT) e. - jii LOCINTED AT MIN. T-0" OM RIGHT NI 0 0 PROPOSED RAIN GARDEN 11 OF WAY STOCKPILE RETENTION FEATURE PE I 2 1�hd- le LOCATION 00 1"R V101 W1 nr4l/cov DETAILS 0 -1+ L 1A C I C E REMOVED CN L AL kXPO ED SURFACES 5 T-O' CO BE COVER WITHIN 2 DABS ty -.4 9� ef, 0 FOOTING TIGHTLINE TO TIGHTLINE TO CITY STORM nPaim 0/ �/ \ _' 0 0) I < A�)PROVED AS NOTED I 0 E -10 z- 501 13 CITY STORM. tn CB (5070) - - - - - -- ei� - - - - - - PHONE/CABLE E OF A V L 13 V) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TEMPORARY w., % -,- , , , , SHED X RIM 123.55 DRAIN SYSTEM ELECTRIC R`522ml - - - %89 W I 8 C M P E. 12 2.4 5 4okM 14 SA6 14 Amp OV679 F L 6 UJ P EL Inw4tualt rim ACCEPTABLE TIQHTLI 19 8.16' 4 17 /A MATERIAL NcF -7 '7 - ----- - + 8DR 35 CRAWL SPACE -SCH 40 __j ACCESS N -12 RIGHT-OF-WAY CONSTRUCTION PERMIT SET NE13AR & < F810 RANCOR AND INSPECTION REQUIRED CAP, LS 17672 8.09 6' CHAIN LINK FENCE PPROVED BY 2-STORY WOOD FRAME HOUSE S R ENGINEERING SSMH (5072) 0 1 r)A 09% boUvoJ A-U, PIKA r F) F V OWNER/CONTRACTOR IS RESPONSIBLE FOR OPEN TOP 4" RISER PIPE EROSION CONTROL AND DRAINAGE DRAINAGE SITE PLAN COMPACTED EMBANKMENT Date: YARD DRAIN/CATCH SCALE: 1"=10.00' 4"PVC SLOPED MIN 1% BASIN w/ SOLID LID IMPERVIOUS CALCULATIONS: 5/8"DIAMETER MESH TRASH RACK OVER BEVELED .. ... PROJECT AREAS: ROCKERY C) 0 10 20 DRILLED ORIFICE CC DIAMETER UNDERDRAIN PIPE END Or 4' PIPE 2 LU VEGETATION LINING USING SLOU FROM RAIN GARDEN BELOW EXISTING IMPERVIOUS DRIVEWAY/PAVED AREAS- OF. EXISTING HOUSE TO BE DEMOLISHED: U- TEMPORARY EROSION AND SEDIMENT CONTROL PLAN NOTES EXISTING ROOFDRIPLINr ARIAS: TOP OF SOIL LAYER SEDGE AND SLENDER RUSH ROCKERY AND INTO CITY STORM z �E 2-5016 HEATED HOUSE MAIN AND UPPER FLOOR AREA: 2,052 OF DRAIN SYSTEM TOTAL EXISTING IMPERVIOUS AREAS: 025 SF- EXISTING GARAGE AREA TO BE REMOVED: (00-a OF 4. RAIN NTION Erosion and Sediment control plan for 16911 Talbot Rd. Permit e-- - WATER numbers 2009-0316 & 0317. POF ....... ..... . Ift 3,3OB PROPOSED HOUSE SIZE: 1,j 18- j 2" TOPSOIL TILLED INTO NEW ROOF DRIPLINE: ORGANIC SOIL 0 GA IC RICH SOIL 6" NATIVE SOIL Fw" CTION NEW DRIVEWAY AREA: LAYER FILTER FABRIC SCALE:,�.T.S. A straw bale barrier anchored with iron rod will be provided across the 1 -7 6S 6 F GARAGE (NEUA IB14 OF PE F LID MANUAL AND TOTAL (NEW CONSTRUCTION) IMPERVIOUS: 4AW OF. BETWEEN SOIL south landscaped area of the property. An additional straw bale barrier PER NOTES THIS SHEET 90* ELBOW 5VL (40% CAPACITY) NDG RAVEL VEGETATION LINED 7. OUTFALL PIPE -TO- will be providing at the end of the driveway where existing diversion MAIN FLOOR (NEW): OF RAVEL 0 6 dike ends. Straw bale or silt fence barriers will be provided on the RAIN GARDEN CALCULATIONS: UPPER FLOOR (NEW); 4" PVC TO CITY STORM 1 H CAPACI DITCH SECTION ROCKERY SECTION 5. OV ... -TO- northeast comer of the property to the point where property slopes TOTAL NEW HEATED HABITABLE AREA: 3;4(o OF 14 DRAIN SLOPED MIN OF 1% 1-1/2" GRAVEL BOTTOM SCALE: N.T.S. SCALE: N.T.S. R CTION south. Barrier will also extend across the top of east facing slope. EXISTING/NEW IMPERVIOUS DRIVEWAY: 1,514 OF. 2'-0" 4'-0" LAYER wl FILTER FABRIC PER NGA SCALE: N.T.S. NEW ROOF CRIFLINE AREAS: 3.3(:e OF LOT SIZE: OF e- GEOTECH LETTER DATED 10/06109 All soil brought on to the site or warehoused on site from grading, will TOTAL IMPERVIOUS AREAS SERVED: 4,823 OF. GPSbe covered and protected from erosion until such time it is removed, TOTAL PERMEABLE SURFACE: 6, 8 4 & 6 P. PROPOSED IMPERVIOUS AREAS: RAIN GARDEN SOIL MIX REQUIREMENTS: 's ROOF DRIPLINE: 3,30`3 OF LEATHER used as fill or incorporated into the landscape. SIZING OF RAIN GARDEN (USING WWHM MODELING NEW DRIVEWAY: 2. RAIN GARDEN RETENTION FEATURE SECTION LEAFED DRAINAGE FEATURES SHALL INCORPORATE REQUIREMENTS OF 2005 LOW IMPACT 1-5813 +S2 SF SCALE: N.T.S. RRY--- DEVELOPMENT (LID) FOR RAIN GARDEN FEATURES FOR DESIGN, SOILS AND Filters will be placed in appropriate catch basins in right away on south SOFTWARE) TOTAL NEW CONSTRUCTION IMPERVIOUS: 4,13W OF LAVENDER A REQUIRED VOLUME OF INFILTRATING POND S Y PLANTINGS, property boundary and where the storm water runoff "daylights" into ACRE-FEET (043 gal) STRUCTURAL LOT COVERAGE: 2,65"21.5 OF 16,151310 OF I&B% LAVENDER -__jM the diversion ditch. 0.0253 t (COAST4-LrA--- MISCELLANEOUS NOTES: $-TRAM THEIR PROVIDE[) SIZE OF RAIN GARDEN., 043 gal IF FIELD WELDING OF THE STEEL MOMENT FRAME IS REQUIRED OR THE MOMENT IL APED SE k - SMALL FRUITED SLOUGH EN[EIR VEGETATION MUST BE REPLACED AS SOON AS POSSIBLE. P SLEDGE FRAME IS FABRICATED IN A NON-WABO CERTIFIED SHOP, THEN SPECIAL IF ACIF D G ER EAF BULRUSH _­1-- I USE BIORETENTION SOIL MIX #1 FROM 2005 LD TECHNICAL GUIDANCE MANUAL FOR PROPOSE[) BUILDING HEIGHT CALCULATIONS: NOWBERR INSPECTION WILL BE REQUIRED AND A SPECIAL INSPECTION FORM WILL BE C K- R SH OEIR Y PUGET SOUND" FOUND ON PAGE 181 (,kPPENDX 2, SECTION 4.2) AS FOLLOWS UTILITY & GRADING NOTES: EXISTING AND NEW TOPOGRAPHY AT CORNERS: PROJECT INFORMATION: LAVIEIPER H NINES K EAT -THIM-BL"E. REQUIRED. PI LE WHERUORGANIC RICH SOIL' IS SPECIFIED IN PAIN GARDEN: -wiLEFcOAS - 141.2r CURRY P/AN-/ 8 Rol MALL-FRUI AFEWSE15GE BERRY DRAINAGE FEATURES SHALL INCORPORATE REQUIREMENTS OF 2005 LOW IMPACT 140.00' + 142BO' /2 5' AOL OWNER: PHIL AND DIANA TIEGS V 131.50' AOL 161311 TALBOT DRIVE ALL RECOMMENDATIONS OF GEOTECHNICAL REPORT BY NELSON GEOTECHNICAL BULRUS -USE 65% ON -SITE SOIL MIXED W11H 35% COMPOST MATERIAL MIXED DEVELOPMENT (LID) FOR RAIN GARDEN FEATURES FOR DESIGN, SOILS AND ASSOCIATES SHALL BE CONSIDERED REQUIREMENTS. /SNO RRY -- . LD COASTAL THOUROUGHLY. PLANTINGS. 138.00'ASL EDMONDS, WA W02ro ERL RRY-- 14250' ASL ILD L STRAylitBF (425) 114-5650 WILD CONNECT CAPILLARY DRAIN FROM GARAGE SLAB BASE TO FOOTING DRAIN SYSTEM STRA\�k RY -EXCAVATED SOIL SHOULD BE FREE OF URGE WOODY DEBRILAC ,S OR GARBAGE. IF ANY PORTION OF EXISTING SIDE SEWER ON RIGHT-OF-WAY IS TO BE USED, AVERAGE GRADE: 135.81' ASIL SITE ADDRESS: 161511 TAL50T DRIVE PER GEOTECHNICAL REPORT. SqOW0ER BERRY CONTACT THE PUBLIC WORKS DEPARTMENT AT (425) 771-0235 TO'TV' THE LINE AND MAXIMUM BUILDING HEIGHT FROM AVERAGE GRADE: I )E. 25 FT. EDMONDS, WA W026 -n LAVE DE LINE OF BOTTOM PF -VERIFY SAMPLES OF ON -SITE SOLS ARE SIMILAR IN COMPOSITION TO SAMPLES TO DETERMINE CONDITION FOR REUSE. 11111-mailm WATER/TOP OF OIL TAKEN BY NELSON GEOTECHNICAL ASSOCIATES. MAXIMUM BUILDING HEIGHT: 1 e I '4&5EyeASL PROVIDE FOOTING DRAIN SYSTEM PER GEOTECHNICAL REPORT. FOOTING DRAINS W D COASTAL PROPOSED 5UILDING FINISHED FLOOR HEIGHT: 140BO' AOL A.P.N.: 021040100102000 TO BE LOCATED AT LEAST ONE FOOT BELOW FINISHED FLOORS. USE 4" DIAMETER I SLED I St W ERRY IF ANY PORTION OF EXISTING SIDE SEWER ON PROPERTY IS TO BE USED, IT IS THE -AMEND SOILS AS NEEDED WITH :AND TOACHIEVE APPROPRIATE NON CLAY (PREVIOUS 01210410200002) M RIGID, SLOTTED OR PERFORATED PVC PIPE, SURROUNDED BY FREE DRAINING DATi ER OWNER'S RESPONSIBILITY TO'TV'THE LINE AND SUBMIT THE RESULTS TO THE TEXTURE. MATERIAL WRAPPED IN FILTER FABRIC. THE FREE DRAINING FILL IS TO CONSIST OF I IR S B�RRY PUBLIC WORKS TO DETERMINE CONDITION FOR REUSE. GRADING CALCULATIONS: CIWAN 18" WIDE ZONE OF CLEAN (LESS THAN 3 PERCENT FINES) GRANULAR MATERIAL CURRY11PAT I I I LEGAL DESCRIPTION: PLACED ALONG THE BACK OF THE WALLS. THE FREE DRAINING MATERIAL SHOULD -COVER AND STORE MATERIALS =ORDNGLY TO PREVENT WETTING OR FILTER FENCING SHALL COMPLY WITH CITY OF EDMONDS STANDARD DETAIL E1.1 EXCAVATION QUANTITY: 140D C.Y. SEC 01 TWIP 21 RGE 04 RT-45) 5AAF N01*11 45E EXTEND UP TO ONE FOOT BELOW THE FINISHED SURFACE. THE TOP FOOT OF SOIL SATURATION. FILL QUANTITIES: 40.0 C.Y. 7166.19FT 4 W 51038FT FIR SE COR 50 GOUT LOT 2 TH L 1-061AR SHOULD CONSIST OF LOW PERMEABILITY SOIL OVER BUILDING FELT OR PLASTIC LEAFED.S�DG -- 1 11 ,, CATCH BASIN EROSION AND SEDIMENTARY CONTROL SOCKS SHALL BE INSTALLED N 55FT TP5 TH W IW.IFT M/L TO ELY MGN CORD TH tAVENt)eR- -TEST SOIL FOR FERTILITY AND MCRONUIIRENTS AND IF NECESSARY, AMEND AND MUST CONFORM TO CITY OF EDMONDS STANDARD DETAIL E1.3. N5534FT TH N6`514 OOE 51.16FT T14 N 113041 M SHEETING TO MINIMIZE MIGRATION OF SURFACE WATER OR SILT INTO THE FOOTING MIXTURE TO CREATE OPTIMUM CONDITIONS FOR PLANT ESTABLISHMENT AND 040f DRAIN. FOOTING DRAINS SHOULD DISCHARGE INTO TIGHTLINES LEADING TO AN --------- - - - - - - - - - - - - - - - - - - - - - - - - - - IOS.54FT TH N8S*03 COE 42.24 FT TH 6 c34FT TP5 g-TfWW-BE-qVy 7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EARLY GROWTH AT RATES RECOMMENDED BY AN INDEPENDENT LABORATORY SOIL APPROPRIATE COLLECTION AND DISCHARGE POINT TO CITY STORM DRAIN SYSTEM TEST. VEGETATION MUST BE REPLACED AS SOON AS POSSIBLE. (BEYOND ON SITE DETENTION DISCHARGE) PER THESE PLANS. -- - - - - - - - - - -- RESUB EROSION CONTROL MEASURES MAY NEED TO BE REEVALUATED AND RELOCATED SHEET -ORGANIC CONTENT OF THE SOIL MIXTURE SHOULD BE 8% TO 12%. OR MAINTAINED AS CONSTRUCTION PROGRESSES. T- 0 5 2009 RAIN CARDEN PLANTING PLAN SCALE: N.T.S. BUILDING DEPARTMENT RESUBMITTAL 9/17/09 A1.0-D 13UCITy OFEDMONDSILDINi3 EPARIZUENT D STREET FILE RESUB 0,r,'T 05 2009 BUILDING DEPAR77MENT CITY OF EDMONDS t�oQi� bo- f pj- �zl�:CE:JVE� MAY z I Z009 daCITY OAT SERVICES EDMONDS CTR,