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23214 92ND AVE W.PDFiiiiiiiiiiii 8980 23214 92ND AVE W A4 TAX ACCOUNT/PARCEL NUMBER: BUILDING PERMIT (NEW STRUCTURE): COVENANTS (RECORDED) CRITICAL AREAS: O� DETERMINATION: []Conditional Waiver E] Study Require aiver �Ikw DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR:. PERMITS (OTHER): 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) #: GEOTECH REPORT DATED: STREET USE / ENCROACHMENT PERMIT #: WATER METER TAP CARD DATED: LATEMP\DSrs\Fonns\Sftwt File Checklist.doc !ST9m4or R DEF1AkiM'E'NT OF BUII:DlttqS PER. INTERN,�TIONAL RESIDENTIAL CODE�SECTION R110 "d AT: 23214 92 Avenue West Building Permit M 2006-0661 Occupancy established by this certificate: R3 Dwelling Units: 1 No. Stories: 2 Basement: onstruction,; VB Wes -�!C Q Owner of building: ol m a t6nowits"ch, The Single Family Residence at: 232 Ave W. s been inspected and approved complying with the "C . 6di, d , o --'a requirements of the 2066 edition of the InternatioiriMesident al- ati. 5 by the City for the group and division of occupancy and � 71 T the use for which the proposed occupancy is classified.---,,-,-., Issued this 1 ith day of August, 2009 Chief Building Official By: Any change of occupancy or use requires a bulTding permit and a now Certificate of Occupancy Issued by the City of Edmonds Building Official. CITY OF EDMONDS 121 5T H AVENUE NORTH - EDMONDS,WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED :,BLD200 '-Exp'iftlition �-,,Pr�ie�7iAdd�es'�s�-',:2-S2i4 92ND AVE- VIjLDMOND§, ParcelNo: 27033600114100 PROPER'n'OWNER APPLICANT CONTRACTOR THOMAS& COLLEEN ANTONOWITSCH RONALD D JOHNSON ARCHITECT MASTERWORKS 77707 CALLE LAS BRISAS S 19601 23RD AVE NW 1132 DUCHESS RD PALM DESERT, CA 92211 SHORELINE, WA 98177 BOTHELL, WA 98012 760-360-4 169 206-546-2288 425-481-1226 LICENSE #: MAST EGLI 36DN EXP:3/15/2007 JOB DESCQIPT1*1J1 GARAGE521SF, IST FLR 1438,2ND FLR 1627SF, DECK 200 SF, COVERED PORCH 56 SF. BASEMENT STORAGENOT TO BE USED AS HABITABLE SPACE VALUATION: $378,619 PERMIT TYPE: Residential PERMIT GROUP: 64 - Single Family Residence New GRADING: Y CYDS: 463 T YP E OF CONST RUCT ION: VB RETAINING WALL ROCKERY: N OCCUPANT GROUP: R3 OCCUPANT LOAD: FENCE: N ( 0 X 0 FT.) CODE: 03 IOT HER: N ------- OTHER DESC: IZONE: RS-8 INUMBER OF STORIES: 2 VESTED DATE: INUMBER OF DWELLING UNITS: I F-X I S" N G A R F-A BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR- 0 PRO 110 S ED AREA B�ASEM ENT - 0 IST FLOOR: 1438 2ND FLOOR: 1627 13R.D FLOOR: 0 GARAGE: 0 DECK: 0 OTHER� 0 —+3 FLOOR: 0 GARAGE: 521 DECK: 256 OTHER: 0 FRONT S ErBACK SIDESErBACK REARSETBACK REQUIRED: 25 PROPOSED: 25 IREQUIRED: 7.5 PROPOSED: 7.5 �D 15 _ �QU I RE PROPOSED: 15 HEIGHT ALLOWED:O PROPOSED-0 IREQUIRED: 7.5 PROPOSED: 37 1 SETBACK NOTES: Basement could be turned into an ADU. Will require ADU covenant prior to final sign off. I AGREE TO COMPLY WITH CITY AND S7ATE LAWS REGULATING CONSTRUCTION AND IN DOINGTHE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABORCODE OF THE STATE OF WASHING70N RELATINGTO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. IS APPLICATJON ISNOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR Hl&q-WR DEPUTY AND ALL FEESAKE PAID. L, j. ka,,.4J f?/;Lq 1. (. aln�WIIWL' big natuVe Print Narne Date Releabfed W - -- Date ATTENTION ITIS UNLAWFUL TO USE OROCCUPY A BUILDING ORSTRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBCI09/ IBCI to/ IRCI 10. +ARCHIVE = APPLICANT = ASSESSOR = OTIIER 0 0 STATUS: ISSUED BLD20060661 • Prior to final occupancy submit the proper Accessory Dwelling Unit covenant, stating that no ADU has been approved. This will not be required if the applicants apply for an ADU and have it approved. • REQUIRED SPECIAL INSPEMONS FOR THIS PROJECT: 1) Excavation, grading,& site preparation 2) Soil bearing verification 3) Placement of fill & compaction 4) Subsurface drainage installation 5) General s ite monitoring during wet weather construction including Temporaru and final erosion control • Lot line stakes must be in place at the time of foundation/setback inspection. • A 11 new, extended, re -built or relocated electrical utility and/or service shall be placed underground. • Approval of this foundation design is conditional subject to inspection of existing site soil conditions. a Retaining Walls must be designed and constructed to resist the lateral pressure of the retained material. Provisions must be made for the control and drainage of surface water around buildings. 0 Installer shall provide the manufacturers installation, operating instructions, and a whole house ventilation system operation description. A label shall be affixed to the whole house timer control that reads "Whole House Ventilation" (see operating instructions). * Maxirrium Height 25 feet. Measured from average elevation of undisturbed soil at comers of extended building rectangle. Subject to field check by building department. 0 Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. 0 In addition to the required pressure/relief valve, an approved listed expansion tank shall be installed on all hot water tanks. Per UPC 608. 0 Type B or L vent connectors required on fuel -burning appliances passing through unheated spaces. Per IMC 803.2 0 Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309 0 Pursuant to UPC 605.2 a water service shutoff shall be installed on the water line as it enters the building. 0 City approved plastic piping may be used in water service piping provided that where metal water service piping is used for electrical grounding purposes, replacement piping shall be of like materials (UPC 604.8). A state electrical permit and inspection is required if electrical grounding is altered, removed, improved, or added. Contact State Dept. of Labor & Industries Electrical Division at 425-290-1309. 0 Submit all special inspection reports to the City Building Inspector on a weekly bas is. 0 Any request for the modification, variance or other administrative deviation (hereinafter "variance") must be specifically called out and identified. Approval of any plat or plan containing provisions which do not comply with City code and for which a variance has not been specifically identified, request and considered by the appropriate City official in accordance with the appropriate provision of City code or State law does not approve any items not to code specification. 0 Pursuant to UPC 608 a pressure regulator valve (PRV) shall be installed near the water shutoff. 0 Sound[Noise originating firomternporary construction sites as a result of construction activity are exempt firomthe noise limits of ECC Chapter 5.30 only during the hours of 7:00arn to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activites must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. 0 Contact Olympic View Water and sewer district for water service from main to meter and meter installation. 0 48 hours notice is required when requesting your FfNAL Engineering Inspection. 425-771-0220, ext. 1326. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) CALL FOR INSPECTIONS BU11LDU4C. (425) 771-0220 EXT. 1333 ENGINEERING (425) 771-022 EXT. 1326 k1RE (425) 771-0215 I PUBLIC WORKS (425) 771-0235 1 PRFTREATNUNT(425) 72-5755 1 RECYCLING (425) 275-4801 1 E-Eros ion Control/Mobili2ation ESton-nTightline E-Stomn Connect to Stub E-Storm Detention System E,Footing Drain Connection E-Water Service Line FDriveway Form & Slope Ver. E-Engineering Final B-Setbacks B-Footings B-Foundation Wall B-Isolated Footings/Piers B-Retaining Wall B-Slab Insulation B-Plumb Ground Work B-First Floor Framing B-Plumb Rough In B-Gas Test/Pipe B-Equipment-Mech B-FXefior Sheathing B-Shear Nailing B-Height Vefification B-Framing B-Wall Insulation/Caulk B-Floor Insulation/Caulk B-Ceiling Insulation/Caulk B-SheetrockNail B-Building Final Proper ADU Covenant signed or ADU perrnit 'I --AMMF- 4C. 1 gqQ� GARY HAAKENSON MAYOR Clrr'Y OF EIDMONIDS 121 5" AVENUE NORTH - EDMONDS, WA 98020 - 425.771.0220 - FAX 425.771.0221 1 Website: www.ci.edrnonds.wa.us 1�1 Ms. Margaret Faverty 10284 th Avenue South Edmonds, WA 98020 Subject: Determ Dear Applicant: Enclosed DleasE page). PMENT SERVICES DEPARTMENT - Building - Engineering July 29, 2005 ination regarding Critical Areas Checklist: 2005-0099 find a copy of the Critical Areas Checklist you submitted. The 'DETERMINATION" reached by the City is located on the reverse side of the form (bottom of IT IS VERY IM PIORTANT FOR YOU TO RETAIN A COPY OF THIS CRITICAL AREAS "DETERMINATION" FOR YOUR RECORDS. Please examine this Determination for additional requirements. You may need to submit additional information su i ch as an Environmental Checklist or Critical Areas Study. The Determination for the Critical Areas Checklist you submitted is a site -specific determination, not a project -specific determination. d D Permit applications inclu e e o owing: Building Permits Conditional Use Permits Subdivisions Variances Applications to the ADB* Land Use Applications Any other development permit applications. Thank you, Planning Secretary c: Gordon L. Johnson I Masterworks 1 1132 Duchess Road Bothell, WA 980 2 *Architectural Design B ard 0 1 Incorporatcd August]], 1890 Sister City - I-Ickinanjapan #P20 Critical Areas Checklist CA File No: 0-9 - C(9 Site Information (soils/ topography/hydrology/ vegetation) L. Site Address/ Location: 2- 3 2 q ve_ r\ u e __ we's -f . ecl rv\. C>nj 5 2. Property-TaxAcc im r: 2-70 33<6.06 ILY I a 0 ��ti u3i OHM Z)I- 3. Approximate Site Size (acres or square feet): 8,Y3 5. -F-�_ Is this site currently dev 'eloped? no. 4. yes; If yes; how is site developed? ' ' - 1 5. Describe the general site topography. Check all that apply. J Flat less'tb!an 5-feet elevation change over entire site. Rolling- slopes- on site generally less: than 15% (a vertical rise of 10-feet over a horizontal disLml e of 66-feet). Hill). '30% (a vertical r e of 10-feet slopes present on site of more than 15% and less than is over. a horizontal distance of 33 to 66-feet). Steep: ggrades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal I distanize of less than 33-feet). .Other (please describe): 6. Site contains areas of yez 7. Site contains areas of sea What season(s) of the ye 8. Site is in the floodway 9. Site contains a creek or No. 10. Site is primarily: foreste( urban landscaped (lawn, 11. Obvious wetland is 1pres( .-id standing water: IV 0 Approx. Depth - standing water: No Approx. Depth: V C, floodplain /V 0 - of a water course. n area where water flows across'the grounds surface?. Flows are year-round? lows are seasonal? . A/ (What time of year? meadow ;shrubs mixed X hrubs etc) it on site: /V 0 1. Plan Check Number, if applicab 2. Site'is Zoned? 3. SCS mapped soil type(s)? E7 . Am � AA-i AA^A-- _J Alt.- 4. Critical Areas inventory or —For City Staff Use Only M'DAP, !�NeNV %�j map indicates Critical Area on site? NO.Vj-& 6KOWK. 5. Site within designated earth. -subsidence landslide hazard area? NO. 6"A,IcVn� Of_h,C4*aj mot A (AA1 OULftV VI tA -'h OYJ j . a V DETERMINATION F, P-C� TUDY REQUIRED aA,0V(AX P6 vri" -WAIVER -toward, M CA d., Reviewed by-- Q jAn &ILLL�E"A;Az Date: 0:�- 1 v4K wo q- (,I 7M,4 '4C. 10� #P20 City of Edm..,on.ds`7,.��, Development Servid��. &'�t4 'KI-7 5_1 I Planning 'Division Phone: 425.771.0220 Fax: �25.771.0221 ... .... 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. I The purpose of the Checklist determine whether any poten may be, present on the subject needed tor3complete the. 0 available from observations of City Hall (Critical areas ir, surveys). to enable City staff to Critical Areas are, or perty. The information list should be easily site or data available at itories, maps, or soil 0 Date Received: 7- Z15 - City Receipt#: -_1? (lr-? 9 fe;_D Critical Areas File #: 05 — Q 9 9 Critical Areas Checklist Fee: $135.0 Date Mailed to Applicant: 62 �_ 0-15 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 (6.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 h . is/her/its heirs, and assigns, 'in consideration on the processing of the application agrees to release, indemnify, defend an� hold the City.of Edmonds harmle s*s fro m* any and all dama es, including reasonable 1 9 attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, maccurate or incomplete information ftimished by the applicant his/her/its agents or employees. By.my signature, I cer* that the information and exhibits herewith submitted are true and correct to the best of my knowledge and that I am authoriz�d to a this applicatioa on Ahe behalf of the owner as listed below. SIGNATURE OF APPLICANT/ Property. Owner9s Authoriz By my signatureJ certify that I and grant my perraission for the purposes of inspection and posti SIGNATURE OF OWNER I Owner/AppUcant: DATE' fe authorized the abo-Vt-'Applicant/Agent to apply for the subject land, use application, blic officials and the staff of the City of Edmonds to enter the subject property for the attendant to this application. M. a r!q a r &_1 er + �j Name -J t ll 0 2- 3 A,V e- r\ Sftwt. Address L-::7d M-0 .4 -5 r\ Jq _C� 6 o 2- -0 City State zip Telephone: fmail address (optional yo, t �_ �07 all _41 DATE Applicant Representative: Name .1132- Street. Address B Cikeli City State Zip Telephone: 41 Z 7 8 — 41 Is 17 0. Email Address (optional): M 4.5 +e r_VJcr_k CC"%1C<a6+- #P20' Critical Areas Checklist Site Information (soils/ topography/ hydrology/vegetation) I Site Address/ Location: 2321 2. Property Tax Account Number, a-7, o 3 I -o 3. Approximate Site Size (acres or square feet)- Y3 5, s:%, 4. Is this site currently developed?. yes; k no. If yes; how is. site developedZ CA File No: 0.5 - 19 a , 'et-1 5. Describe the general site topography. Check all that apply.* Flat: less than 5-feet elevation change over entire site. slopes- on, site -generally less� than 15 (a vertical rise''. -of; 10-feet over A fi ontal Rolling. distance of 66-feet). 'H' illy: slo'pes,p'resent on site of more than 15% and less 7 than 30% (a vertical. rise of 10-feet over. a horizontal distance of 33 to 667feet). Steep: grades of greater than 36%. 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 ke ar-round:startdirig Ap'p�ox.'D e' pth 7. Site contains areas of seasonalstandingwater: N!o Approx. Depth: What season(s) of t1f6 yeiai` r? 8. Site is in the floodivay c. floodplain IV 0: of a water course.", 9. Site contains a creek or an area where water flows across'the grounds surface?. Flows are year-round? No. Flows are seasonal?., NO '(What time of year? 10. Site is primarily: forested ;meadow shrubs mixed urban landscaped (lawn, shrubs etc) ll. Obvious wedand is present on si te: 0 For City Staff Use Only 1. Plan Check Number, if applicable? Kj1DVje Mve4n/. 2. Site is -Zoned? 3. SCS mapped Soil "(S)? 6_&16ARACV"0d UVIOalel LaA'l d ct) VA I f_)� 2b d"(VyTr� d U rW aAJ "'n co ry, P I I tT, X. "s 1 12- C_ 5.. 4. Critical Areas inventory or C.A. map indicates Critical Area on site? 0 V1 6 h 0 Wh - S. Site within designated earth-siibsidence landslide ha�uud area? N-0 6vA1QV0 Of-ECA'a 4-0 ma��BnaA d.&t4&v�yi cc-hm . �1- — V iTro togcob DETERMINATION aAVi AX vn� STUDY REQUIRED WAIVER Reviewed I* #P20 OV ED& City of Edmon 1 "79 Qesl Development Servi Planning Division 5 2005, Phone: 425.771.0220 4- ..Qlz� Fax: 425.771.0221 The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development -Peftnit 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 toricompiete the Checklist should be easily available from observations of the site or data available at City �Iall (Critical areas inventories, maps, or soil surveys). 9 Date Received: 7--/15 :L� City Receipt #: (a e- 6-D Critical Areas File #: 06 - 0 9 9 Critical Areas Checklist Fee: $135.00 Date Mailed to Applicant: 7-&2 �- o5 — 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. Pleasesubmit a vicinity map, along with the signed copy -.of. this form to assistCity 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 cons I ideration on the processing of the application agrees to release, indemnify, defend and hold the City.of Edmonds harn-dess from any and all damages, including reasonable attomey's. fees, arising from any action or inftaction based in whole or part upon false, . misleading, inaccurate or incomplete information furnished by the ap�licant, 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 this a plicati n e behalf of the owner as listed below. lz�� _Jt4 0�7 SIGNATURE OF APPLICANTIAGEMIA'4� DATE Property Owner's Authorization By my signature, I certify that I have authorized the a 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. S IGNA TURE, OF OWNER Owner/Applicant: Ma CJ Or af Ea_,J ev- + �J Name. t Aye_�\ue_ S�. Street Address L7d M 6 rXIA5 bi 6 02 0 city State Zio. fmail,a. ddiess (6pitioi al) t �61-7 Applicant Representative: G Name ,113:2- DJ.:fAe_6s ko a-cl Stteet Address e_1 I llf Lt) A 2SO/2 city St4te zip Telephone: Email Address (optional): Mx6+er- Wcrk--, (2 Lcjfy\� Ca6+- o,\et -CITY CLERK CjW OF EDMONDS 121 5TH AVENUE NO. EbMONDS, WA 98020 CONFORMED COPY 200808250547 1 PG 08/25/2008 4:05�m , �42.00 SNOHOMISH COUNT ASHINGTON STATEMENT ON ACCESSORY DWELLING UNITS -2 Property Address: )le Edmonds, Washington I.-Rescription: L0 gi. 11 1. oT.3 0 A) 0 e-porri-I Number: 'I. have -read the requirements for accessory dwelling units contained in Chapter 20.21 of t -he'- '.. .1,din6nds Community Development Code (ECDC) and understand that an accessory .,di�.elljng unit as defined in ECDC Section 21.05.015 is prohibited until an Accessory 14,w. , el ling:Unit Permit is approved. 1',,"ilso�uhtlerstand that an Accessory Dwelling Unit Permit cannot be approved unless all th''' 'teria in Chapter 20.21 are met, and all the necessary items are submitted, -i& 'ding an affidavit of occupancy and a covenant to be riled with the Snohomish h t -re di g the regulations imposed on Accessory Dwelling Units. C.6 ..'..y. . gar in Ndgerty 0 ner Signature: ert'yOwnerName'(printed): C6)\me- C8 .-7 9 Ar/-,6 5, I - I I If — - a , STATE OF WASHINGTON COUNTY OF SNOHOMISH) y that I know or have satisfactory evidence that Co I [Qom, this instrument and acknowledge it to be his/her free and voluntary act for the uses and es mentioned in this instrument. tary'. N 6 .g.-,pressure seals must be smudged. Dated: tza ud-Z Signature of Notary Public: 'T L Residing at: My Appointme 0?0// Expires: evl-- T 4 T S:�DOCUMENT MUST BE RECORDED WITH THE SNOHOMISH COUNTY AUDITOR. W-1 JUN-19-2006 10:06A FRDN:MRSTERWORKS 425-485-2735 04�29/2002 23:4U 718b552932 MARK'DUDD5 TO:4257710221 P.3 tlAut UZ 0 Ground Engineering Inc. Gordon Johnson Masterworks 1132 Duchess Road Bothell, WA 98012 Subject: Geotechnical Engineering Report Proposed New Residence 23214 - 92"0 Avenue West Edmonds, Washington Dear Mr. Johnson: Job Number 60601 June 19, 2006 Attached please find two bound copies and one unbound copy of our report for the subject site. We appreciate the opportunity to provide our services to you on this project. If you have any questions or require additional information. please do not hesltate to contact me directly. Sincerely, GROUND ENGINEERING INC. Mark K. Dodds, P.E. President JUN 19 2006 S%DING DEPARTMENT C TY OF EDMONDS STREET FILE P.O. Bcx 453 - Kirkland, WA 98083 - Tel: 425.822,13568 - F,9x; 425.822.8647 JUN-19-2006 10:06R FROM:MRSTERWORKS 425-465-2735 �ekjk3y :Zj: q�o I I b t)J b ZJ JZ MANK UUVUb TD:4257710221 P.11 rRut 04 TABLE OF CO JTEN 1.0 INTRODUCTION 2.0 PROPOSED CONSTRUCTION 3.0 EXISTING CONDITIONS 3.1 Site Surface Description 3.2 Geologic History 4,0 FIELD EXPLORATIONS 5.0 LABORATORY TESTING 6,0 SUBSURFACE DESCRIPTION A. I PLAIN ENGLISH SUMMARY OF SECTIONS 1-0 — 6.0 7.0 DISCUSSION& RECOMMENDATIONS 7.1 General 7,2 Foundations 7.3 Seismic Design 7.4 Site Drainage 7.5 Excavations and Slopes 7.6 Floor Slab Subgrade 7.7 Earthwork and Structural Fill 7.8 Wet Weather Considerations A.2 PLAIN ENGLISH SUMMARY OF SECTOIN 7.0 8.0 OUALITY CONTROL AND CLOSURE 1 2 2 2 2 3 3 4 5 5 5 6 7 7 8 8 9 9 10 10 JUN-19-2006 10:06R FROM:MRSTERWORKS 425-485-2735 TD:4257710221 P.5 04/29/23K 23:40 71B5962932 MARK'DODDS PAGE 04 LLA JES I - Guidelines in the use and Application of this Geotechnical Engineering Report 2 - Vicinity MaP 3 - Site Plan 4 - Record of Test Pit TP- I 5 - Record of Test Pit TP-2 6 - Record of Test Pit TP-3 JUN-19-2006 10:06A FROM:MASTERWORKS 425-485-2735 TO:4257710221 P.6 04/29/2002 23:40 7185962932 MARK'DODDS PAbE Ub I GEOTECHNICAL ENGINEERING REPORT PROPOSED NEW HOME 23214-92 Md Avenue Edmonds, Washington 1.0 INTRODUCTION This report presents the results of our work for the proposed new home to be constructed on the parcel at 23Z 14 -9t" Avenue in Edmonds, Washington. The purposes of our work were to: 1) Provide geotechnical engineering design recommenclations for the anticipated new structure shallow foundations. The scope of our work consisted of. 1) Excavating three test pits to a maximum depth of 3.5 feel". below existing gTades, 2) Logging and sampling the test pits during excavation, 3) Engineering analysis of the collected fieldwork and test data, and 4) The preparation of this report summarizing our observations, test results and recommendations. For guidelines on how to use and apply this report to this site and your projcct please refer to Plate I entitled, "Guidelines in the Use and Application of this GeoteChnicai Engineering Report". JUN-19-2006 10:07A FROM:MASTERWORKS 04/2W2002 23:48 7165962932 425-485-2735 TO:4257710221 P.7 MARKTODDS PAGE 06 GROUND ENGINEERING INC. June 19, 2006 2.0 PROPOSED CONSTRUCTION Job Number 60601 Page 2 Development plans are to construct one woo6-frame single-family residence with a driveway. Site re-garding of exterior grades will be minor. Access to the new residence will be from a driveway off of 92ns Avenue West The new home will have a lower Rnish floor near existing grades. 3.0 EXISTING CONDITIONS 3.1 Site Surface Description The community where the lot is located is an older established neighborhood along the Edmonds Way Corridor from Interstate 5 to downtown Edmonds. The general vicinity of the site is shown on the Vicinity Map (Plate 2). It appears the property has not been developed in the past. There are a number of large evergreen trees and forest shrubs on the site. The building site is relatively level while the ground between the new residence and 92nd Avenue slopes down to the cast with a gentle gradient. 3.2 Geologic History Geographically, this part of Edmonds ties within the Puget Lowland, an elongate structural and topographic basin between the Olympic Mountains and Vie Cascade Mountains. The entire area has been glaciated repeatedly during the past 2 million years by coalescing glaciers that advanced southward from the north. The present JUN-19-2006 10:07A FROM:MASTERWORKS 425-485-2735 TO:4257710221 P.8 04/29/2002 23:40 7185962932 MARK'DODDS PAGE 07 GROUND ENG)NEERING INC. Job Number 60601 June 19, 2006 Page 3 landscape was molded by cyclic g facial scouring and deposition (as the glaciers retreated and advanced), and later modified by landslIdIng, faults, folding, erosion, and man's activities. This part of Edmonds generally sits atop a complex and incomplete succession of interleaved glacial and non -glacial deposits overlying an irregular bedrock surface. The glacial and non -glacial deposits vary laterally in both texture and thickness, and may contain local uncomformities. 4.0 FIELD EXPLORATIONS Three test pits were excavated on the site with a small track -mounted backhoe at the approximate locations shown on the Site Plan, Plate 3. The pits were excavated to a maximum depth of 3.5 feet below existing grades. The test pits werc, observed, logged and sampled by the undersigned engineer during excavation. 5.0 LABORATORY TESTING Collected soil samples were reviewed in our offices and selected soil samples were subjected to laboratory testing by a subcontract soils laboratory. All soil testing for this project was conducted in substantial accordance with the standards and methodologies prescribed in Volume 4.08 of the ASTM Standards. For this project, two moisture content tests JASTM D-2216), which indicate the percent moisture of the sample relative to the total dry weight of the soil and Grain JUN-19-2006 10:07A FROM:MASTERWORKS t34/ Zj/ LODZ /J. 40 425-485-2735 TO:4257710221 P.9 MHMK DUDUD r-Hur- 00 GROUND ENGINEERING INC. June 19,2006 Job Number 60601 Page 4 SlZe Distribution Tests (otherwise known as Sieve Gradation Tests) (ASTM D-422) were conducted. Results of these tests were used to classify the soil according to ASTM D-2487 and to verify the field logs, which were then updated, as appropriate. 6.0 SUBSURFACE DESCRIPTION The final Test Pit Logs attached to this report are our interpretations of the field data and tMe laboratory tests. The stratification lines on the logs represent approximate boundaries between soil types at the exploration locations. In actualjty� the transition may be gradual. The relative densities and moisture descriptions on the Test Pit Logs are interpretive descriptions based on observed conditions during excavation. The data described above and in previous sections was used to prepare an overall description of the subsurface soil conditions underlying the property. Although there may very well be variations from the following, we expect the subsurface soil dcscription below to apply to much of the site: The site is generally overlain with six inches of loose organic — rich sandy soil or forest duff. Underlying this 5urficlal cover. is a rrlecllurr�- dense gravelly silty sand with occasional cobbles. At 2 1/2to 3.0 feet below grades, the test pits encountered very dense gravelly silty sand glacial till. Groundwater was not noted during excavation, but we do expect water to flow at the Interface between the surficial medium -dense gravelly silty sand and the underlying glacial till during rainy weather. JUN-19-2006 10:07R FROM:MASTERWORKS 425-485-2735 TD:4257710221 P.10 0412912002 23:40 7185962932 MARK'UODDS PAUL WV GROUND ENGINEERING INC. Job Number 60601 June 19, 2006 Page 5 A. I' PLAIN ENGLISH SUMMARY OF SECTIONS 1.0 — 6.0 7heprev�oussecdons of the report first describe in defRil the site, theproject1what is to be built], and whOt YW dISCO veMd in Our in Our exPlOratlons- So , wtat d1d we dtsirover? FIrst the s1te has not been developed In the Past The second major thing we learned from Our eXPIOARrions is t17,ar rhere Is competent b eanng SWIS a V811able at rV186WY S/7,7110 W dePth, We do expect that at least durIng the r,7inysc-ason, thatthere, willbesWace water flowsandgroundwatefseeoaqe. Me driveway should be designed wth adequate dl-ainage and surface water control measurERS. 7.0 DISCUSSION &RECOMMENDATIONS 7.1 GENERAL 1) The proposed residential structure appears feasible to construct on this site provided the recommendations contained in this report are incorporated into the design. 2j Shallow foundations are suitable for this site. 31 All driveway and roof c1rainage should be captured and channeled to a properly engineered discharge facility. JUN-19-2006 lo:oeA FROM:MASTERWORKS 04/2912002 23:40 7185962932 425-485-2735 TO:4257710221 P.11 MARK'DODDS PAGE 10 GROUND ENGINEERING INC. June 19, 2006 Job Number 60601 Page 6 4) This project could be successfully constructed during the wet winter months provided adequate erosion control is installed and maintained. 7.2 FOUNDATIONS The proposed new structure may be founded on conventional continuous and spread footings hearing on the native medium -dense to very dense gravelly silty sand underlying the organic - rich topsoils. Minimum footing embedment should be 18 inches below outside finish grades. A bearing pressure of 2500 pounds per square foot may be assumed for footings bearing as described above. The design bearing pressure may be increased by one-third (1/3) to accommodate short-term wind and seismic loads. To provide protection against shear fallure, we recommend continuous and spread footings have a minimum width of sixteen inches 116") and twenty-four inches 124"), respectively. We estimate the foundations bearing on the native soils will settle approximately 1h inch for every forty feet of continuous footing and between adjacent isolated footings. differential settlements between building corners of 'A inch should be anticipated in design. Lateral Loads such as wind and seismic forces are resisted by ftiction between the foundation elements and the bearing soils and the passive earth pressure against the foundation walls. However, passive earth pressure should not be relied upon to provide resistance unless the walls are poured directly against the existing soils or structural RII Is compacted against the buried foundation walls. A coefficient of 0.45 JUN-19-2006 10:08R FROM:MRSTERWDRKS 425-4e5-2735 TO:4257710221 P.12 04/2912002 23:40 718b962932 MARK'DODD5 t-AUL 11 GROUND ENGINEERING INC Job Number 60601 June 19, 2006 Page 7 may be used in design between the foundation elements and the supporting soils. The passive resisiance of undisturbed native solls and compacted fill may be assumed in design as an equivalent fluid having a density of 300 pounds per cubic foot (pcf). 7.3 SEISMIC DESIGN Seismic Design Category D2 should be used in design. As the project involves construction of a residence, the provisions of the 2003 international Residential Code should be applied to the structural design. All Ciry of Edmonds Title 19 Building Code requirements must be met in design. 7.4 STTE DRAINAGE The site should be graded during construction so that surface water is directed away from the excavation and away from the rock walls. Water should not be allowed to pond where foundations, pavements or slabs are to be constructed. Final site grades adjacent to the building should be sloped away from the bulldlng for a minimum distance of five feet We do recommend installing footing drains around the new buildings where the lower finish floor, is to be excavated into the ground. Footing drains should consist of a minimum fo ur-inch-dia meter slotted pipe that is bedded in, and covered with minimum of six inches of drain rock or pea gravel. The top of the drain pipe should be placed at least six inches below the elevation of the adjacent floor slab. A non- woven geotextile fabric (Mirah 140N, Supac 4NP or other equivalent) should be JUN-19-2006 10:08A FROM:MRSTERWORKS U (41 .4J I Z V UZ ZJ; (40 11tD1JbZ1JJZ 425-4e5-2735 TD:4257710221 P.13 rVY4KK 1JLWVZ3 r-HUM I Z GROUND ENGINEERING INC. June 19, 2006 Job Number 60601 Page 8 wrapped around the drain rock. The pipe should be sloped to drain, and may be connected to the roof and surface water discharge pipes down -gradient and away from the structure. All drains (roof, surface water and footing drains) should discharge to an appropri- ate discharge facility. If at all practical, gravity drainage is preferred over utilization of a pump to achieve drainage. 7.5 EXCAVATIONS AND SLOPES Temporary and permanent excavations and slopes for this project must meet all applicable government safety regulations and standards. Temporary cuts to a depth of four feet may be attempted vertical, but may not hold. Contractors working in excavations and adjacent to slopes should use caution at all times as sudden caving of side Slopes 15 P0551ble. Permanent cut and fill slopes which are not otherwise reinforced should not exceed 21 (Horizonral:Vertical). 7.6 FLOOR SLAB SUBGRADE Floor slabs, such as in the garage area, 5houfd be underlain with a minimum of six inches of pea gravel, clean sand or crushed rock that is placed atop native competent unyielding soils. JUN-19-2006 10:09A FROM:MASTERWORKS 425-485-2735 TO:4257710221 P.114 :13:40 (1U�'Jb:etJJY MANK VUVVb GROUND ENGINEERING INC. Job Number 60601 June19,2006 Page 9 7.7 EARTHWORK AND sTRUCTURAL FILL Site work should begin by stripping any deleterious material from the site. St . ripped materials may have to be removed from the property. Structural fill is defined as any fill placed below structures, including slabs. where the fill soils need to support loads without unacceptable deflections or shearing, Structural fill should be placed above unyielding subgrade soils In maximum eight - inch -thick lifts and compacted to a minimum of 95% of Modified Proctor JASTM 0- 1557). Soil is typically difficult to place and compact as stiructural fill if the moisture content at the tirne of compaction is more or less than 3% from the Optimum Moisture Content. During wet weather or under wet conditions, structural fill should consist of a granular soil having less than five percent slit or clay (measured relative to that portion which passes a 3/4 inch sieve). During dry weather, water may have to be added to the soil to achieve the required density. 7.8 WET WEATHER CCNSIDERATIONS If the site is developed during extended periods of wet weather or in the winter, the following are anticipated additional costs and changes which should be anticipated: 1) Excavated slopes and any fill piles will have to be protected with plastic. 2) It may be difficult to impossible to compact excavated soils. 3) Additional site visits will be required by this office to meet Ciry of Edmonds requirements, evaluate conditions, confer with the contractor, and make remedial recommendations. 4) Costs of maintaining the sire and adjacent streets/properties will increase. 5) Standard erosion control measures will be necessary. JUN-19-2006 10:09A FROM:MRSTERWORKS 04/29/2002 23:40 7185962932 425-485-2735 TO:4257710221 P.15 MARK*DODDS PAGE 14 GROUND ENGINEERING INC. June 19, 2006 A.2 PLAIN ENGLISH SUMMARY OF SECTION 7.0 Job Number 60601 Page 10 T17o previous sectlons of the report describe in detail OUren_qIncering cOnclusiOnS and recomrnenalatlons See'Don 7 / - 7 9 baslcal6v states "t Me project can be built uslnq the standard design parameters as outlined In the report 8.0 OUALITY CONTROL AND CLOSURE This office should also be retained to provide geotechnical engineering consultation and observation services during construction. This will allow us to. 1) Confirm that the design conforms to encountered subsurface conditions,, 2) Confirm that subsurface soils exposed during excavation and drilling are consistent with those anticipated; 3) Fvaluate whether earthwork, drilling, subgrade preparation, and subsurface drainage installation conform to the intent of the contract specifications and plans; and, 4) Provide recommendations for design changes In the event of rhanged conditions. While on the site during construction, we will not direct or supervise the contractor or the work, nor will we be responsible for providing on -site safety or dimensional measurements. JUN-19-2006 10:09R FROM:MASTERWORKS UW zMf Z0VZ Zan 40 (-LC3z?z0zU11z 425-485-2735 TO:4257710221 P.16 M4KK IJUUL)n rmkzlr- LD GROUND ENGINEERING INC. June19,2006 Job Number 60601 Page I I It has been a distinct pleasure providing you with our professional services. If we can be of further service on this or other projects, please don't hesitate to call. GROUND ENGINEERING INC. Mark K. Dodds, P.E., President. JUN-19-2006 10:09R FROM:MRSTERWORKS 425-485-2735 TO:4257710221 P.17 U4/:1tJ/ZbU:e :IJ:4u 11bn�Jb:eJJ:e MAKK'VUU1)!:> rlAut 10 PLATE I Guidelines in the Use and Application of this GeotEghnicz!I EnjainQ rID e o This report for Job No. 60601 was prepared in accordance with local, generally accepted engineering principles, practices, and standards. No warranty Is expressed or implied. The findings and recommendations in this report are based upon the limited services which you authorized. Geotechnical engineering requires the application of professional judgment, as no study can completely quantify subsurface soil condition under a property with limited explorations are Isolated locations. The owner should seriously consider any recommendations for additional work contained in this report, as It Is our professional opinion that this additional work is necessary to augment andlor fulfill project plans and site specific requirements. This report is an Informational document and is not to be used for Contractual purposes. Any interpretation of subsurface conditions in this report Including test logs and/or text discussions are based upon our testing, observations, analysis. experience. and/orludgment. There is no warranty that the described subsurface conditions, other than that which occurred at the exact locations tested at the time of fieldwork was conducted by this firm. Groundwater levels can be especially sensitive to seasonal changes. This firm is not responsible for interpretations others may make using this report. The Plain -English Exposition Sections of our report are simplified text discussions for lay readers, and are nor supplemental additional information to be Used in design. The conclusions and recommendations in this report assume that the field tests that were conduction accurately represent subsurface conditions of the site. If, during construction, significantly different conditions are encountered from those described herein, Our firm should be notifled at once to review these conditions and revise our recommendations as necessary. Also, if there is a significant lapse of time between report submittal and the start of work on the site, our firm shold be retained to review and verify site condidons before site work begins, Unanticipated soil conditions are commonly encountered during excavation and construction, and simply cannot be fully explored by periodic soil and/or rock sampling at widety-spaced testing locations. The owner should be prepared to accommodate potential extra costs through the development of a contingency fund. Ground Engineering Inc., cannot be held responsible for any deviation from the intent of this report including, but not limited to the nature of the project, the construction timetable and any construction methods discussed in the report. The recommendations contained In the report are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as may be specifically described in the report. This Rrm will not be responsible for any construction activity or site safety, nor are we responsible If others attempt to apply this report to other sites. JUN-19-2006 10:12A FROM:MASTERWORKS 425-485-2735 TO:4257710221 P.19 riLff ldmf Zriciz- ZO. 4V llOQMDz:)az MHMr% jjulduo �"vr- �Q : B 050 PI) RUN -ALL ralynNo r J wmfpla RnEAM LIME LAIt OVI'li NVORD CM-CI4 J 120 T -1 TPj2 S Ground EnglineerInginc. PO. Box 4153 Kirkland. WA IM83 AMII'LWI 110 "ril-A PLATE 3 SITE MN N Johnson New Single-Famity Residence 23214 - 92 Avenue West Edmonds. Washington JUN-19-2006 10:13A FROM:MASTERWORKS 425-485-2735 TD:4257710221 P.20 Uq/ Z'V �ekltoz ZJ : C4 V I i ts Z) �1 L) z �j 11 z MRKK vul)vt) 1-Mut I 'j RECORD -OF TEST PIT PROJECT KIAME: Johnson New Single -Family Residence PROJECr NO.: 60601 ADDRESS: 23214-92nd Avenue West DATE EXCAVATED: 6/2/2006 CrM STATE., Edmonds, Washington LOGGED BY., MK0 TEST PIT NO.: TP- I ELEVATION: 118' PAGE NO.: I of I fu j LM (U U 0 C (U CL 0 C rL 3 .6 9L U 9 A 92 M 0 � :3 E COT U 0 �p 9 9 513 C a Dark 0/10 55/75 15/45 SM Very Moist I Loose i Qrganlr--rich Silty Sand with Gravel Briown Red S/20 40/75 :120/40 SM Moist Medlum Gravelly Silty Santl to SiR ancl Samd with same Brown Dense. Gravel. (Weathered Glacial Till Trace to some Cobbles below 15 1`12CL 2 .... Gray 10/20 50/65 15/40 ism Moist Very Gravelly Silty Sand to Sifty Sand with some lerise. Gravel. (Glacial Till) Stopped at 3.0 reet. No standing or seeping groundwaher fible nahed during cliqq�ng. 4 MON Ground Engineering mr. P 0. 8ox 453 V Visually Estimated P1 Attcrberg Limit Test KIMMMO. WA 90003 G Sieve Gradaition W Moisture Content Test 9 Bag Sample S SPT Sampler JUN-19-2006 10:13R FROM:MRSTERWORKS q25-485-2735 TO:qE57710221 P.21 04/29/2602 23:46 7185962932 MARK'DODDS PAGE 20 RECORD OF TEST PrT PROJECT NAME: Johnson New Single -Family Residence PROJECr NO.: 60601 ADDRESS: 23214-92nd Avenue West DATE EXCAVATED: 6/2/2006 CITY; STATE: Edmonds, Washington LOGGED BY. MKD TEST PIT NO.: TP-3 ELEVATION: 116' PAGE NO.: I of I aj A (U ca J3 LA 0 k CL E E Ln 0 U M U --15/45 very moist I Loose I organic-Och Silty Sand Forest Duff. Dark 0/10 S5/75 w Brown Red 5/20 140/75 120/40 j5M moist Medlurn I Gravelly Silty Sand to Slit and Sand with some Brown . . . . . . Demse. i Gravel and trace Cobtfac (Weall"Cred 0.1cia) Till) A Gray 10/20 90/65 1 15/40 ;SM Moist Very Gravelly Silty Sand to Silty Sand with some Denj Gravel. lGlacial Till) 3 Sto�ed at 3.5 feet. No standing or seeping' groundwi : ter table noted during dlggimg. 4 5 Ground Engineering, Inc.': P.O. Qoxls3 V Visually Estimated pf Atterberg Limit Test ftana %#A 7WB3 6 Sieve Gradation W Moisture Content Test a Bag Sample S SPT Sampler JUN-19-2006 10:13R FROM:MRSTERWORKS q25-485-2735 TO:4257710221 P.22 01/29/2002 23:46 7185962932 MARK'DODDS PAGE 21 ECORD OF TES.IPII PROJECT NAME: Johnson New Single -Family Residence PROJECr NO.: 60601 ADDRESS: 237 T 4-92nd Avenue West DATE ExCAVATED. 6/2/2006 LOGGED Br MKD CrTY, STATE. Edmonds, Washington TEST PFr NO.: di U 12 > U VI U E 0 Dark 0 am"Vel I 2 3 4 5 1 LEGEND Ground grilgineering Irlic. V Visually Estimated PI Atterberg UmIt Test RC. Box 453 Kirkland. WA 98083 6 Sieve Gradation W M.olsture Content Test 18 Bag Sample 5 SPrT Sampler TP-2 ELEVATION: 109' PAGE NO.. I of I Z r_ > 0 A b '�P e �r I 06 2 0 q/io i SS/75 15/45 1 SM Ivery Moist Lnose E E UO organic-rlch sury Sand Forest Duff, Red 5/20 1,40/75 Moist I Medium Gravelly SIV Sand to 5 ift and S2nd with soft* :20/40 !SM Weathertal Glicial Dense. j Orfivel and trace Cobbles. Brown Till) GW 10,120 50/65 i 15/40 1SIVI Mdst I Very Grave�iy vry sand to Silty Sand \PAth SoMe 1! Dense Grave. (GISCIII rill) Stopped at 3.5 ket. No standing or seeping groundwater table noted during digging. Ground E�n ng Inc. gineeri Gordon Johnson Masterworks 1132 Duchess Roac I Bothell, WA 980 12 P490 JUL 0 3 2006 t)EVELOPMEM7' ' C'TY 0FESDLtjR0Vt'jCDESS CTR. S TeREET FILE Job Number 60601 June 19, 2006 Subject: Gebtechnical Engineering Report I X, Proposed New Residence W 5 c-� J Tc�� I nd 232 14 - 92 Avenue West Edmonds, Washington I Dear Mr. Joh Attached please find two bound copies and one unbound copy of our report for the subject site. I We appreciate the opportunity to provide our services to you on this project. If you have any questions or require additional information, please do I not hesitate to contact me directly. Sincerely, GROUND ENGINEERING INC. ltotem4o-- Mark K. Dodds, P.E. I President I STREET FILE P.O. Box 453 - lKirkland, \A/A 98083 - Tel� 425.822.8568 - Fax.- 425.822.8647 1 TABLE OF CONTENTS 1.0 INTRODUCTION 2.0 PROPOSED CONSTRUCTION 3.0 EXISTING CONDITIONS 3.1 Site Surface Description 3.2 Geol I oglic History 4.0 FIELD EXPL ORATIONS 5.0 LABORATORY TESTING 6.0 SUb.:.URFACE DESCRIPTION A. I PLAIN ENG LISH SUMMARY OF SECTIONS 1.0 - 6.0 7.0 DISCU33101 & RECOMMENDATIONS 7.1 General 7.2 Fouh, clarions 7.3 Seisrhic Design I 7.4 Sire Drainage 7.5 Excavations and Slopes 1 7.6 Floor Slab Subgrade 7.7 Earthwork and Structural Fill 7.8 Wet Weather Considerations A.2 PLAIN ENGLISH SUMMARY OF SECTOIN 7.0 8.0 QUALITY CPNTROL AND CLOSURE 2 2 2 2 3 3 4 5 5 5 6 7 7 8 8 9 9 10 10 PLATES Guidelines ih the Use and Application of this Geotechnical Engineering Report 1 2 - Vicinity Map 3 - Site Plan 1 4 - Record of Test Pit TP- I 1 5 - Record of Test Pit TP-2 ' 1 6 - Record of Test Pit TP-3 GEOTECHNICAL ENGINEERING REPORT PROPOSED NEW HOME 23214-92 nd Avenue Edmonds, Washington 1.0 INTRODUCTION This report presents the results of our work for the proposed new home to be constructed on �the parcel at 232 14 -92nd Avenue in Edmonds, Washington. The purposes of our work were to: 1) Provide geotechnical engineering design I recommendations for the anticipated new structure shallow foundations. The scope of odr work consisted of: 1) Excavating three test pits to a maximum I depth of 3.5 feet below existing grades, 2) Logging and sampling the test pits during excavation, 3) Engineering analysis of the collected fieldwork and test data, and 4) The preparation of this report summarizing our observations, test results and recommendations. For guidelines 6n how to use and apply this report to this site and your project, I please reTer to Plate I entitled, "Guidelines in the Use and Application of this Geotechnical E h1gineering Report". GROUND ENGINEERING INC. Job Number 60601 June 19, 2006 Page 2 2.0 PROPOSED CONSTRUCTION Development plans are to construct one wood -frame single-family residence with a I driveway. Site r�garcling of exterior grades will be minor. Access to the new residence will be from a driveway off of 92ns Avenue West. The new home will h! ave a lower finish floor near existing grades. I 3.0 EXISTIN' IONS 3.1 SiteSurf i ace Description The community where the lot is located is an older established neighborhood along the Edmonds Wpy Corridor from Interstate 5 to downtown Edmonds. The general vicinity of the sit,e is shown on the Vicinity Map (Plate 2). It appears the peloperty has not been developed in the past. There are a number of large evergreen �trees and forest shrubs on the site. The building sit6 is relatively level while the ground between the new residence and 92nd Avenue slopes down to the east with a gentle . gradient. 3.2 Geologic History Geographically, this part of Edmonds lies within the Puget Lowland, an elongate structural and topographic basin between the Olympic Mountains and the Cascade Mountains. The� entire area has been glaciated repeatedly during the past 2 million years by coalescing glaciers that advanced southward from the north. The present GROUND ENGINEERING INC. June 19, 2006 1 Job Number 60601 Page 3 landsLCIPIC VVCI.-.1 i iolded by cyclic glacial scouring and deposition (as the glaciers retreated and advanced), and later modified by landslicling, faults, folding, erosion, I - and man's activities. This part of Edmonds generally sits atop a complex and incomplete succession of ,iial and non -glacial deposits overlying an irregular bedrock surface. interleaved glac I The glacial and 'non -glacial deposits vary laterally in both texture and thickness, and may contain local uncomformities. 4.0 FIELD EXPLORATIONS Three test pits v�ere excavated on the site with a small track -mounted backhoe at the approximat� locations shown on the Site Plan, Plate 3. The pits were excavated to a maximum depth of 3.5 feet below existing grades. The test pits we're observed, logged and sampled by the undersigned engineer I during excavation. 5.0 LABORATORY TESTING Collected soil sa'mples were reviewed in our offices and selected soil samples were subjected to laboratory testing by a subcontract soils laboratory. I All soil testing f6r this project was conducted in substantial accordance with the standards and methodologies prescribed in Volume 4.08 of the ASTM Standards. For this project,i two moisture content tests (ASTM D-2216), which indicate the percent moistuele of the sample relative to the total dry weight of'the soil and Grain GROUND ENGINEERING INC. June 19, 2006 1 Job Number 60601 Page 4 Size Distributionj Tests (otherwise known as Sieve Gradation Tests) (ASTIVI D-422) were conclucte . Results of these tests were used to classify the soil according to ASTIVI D-2487 and to I verify the field logs, which were then updated, as appropriate. 6.0 SUBSUR�FACE DESCRIPTION The final Test Pit, Logs attached to this report are our interpretations of the field data I and the labul CILUIY Lt:'�.LS. The stratification lines on the logs represent approximate I boundaries between soil types at the exploration locations. In actuality, the transition may bi ,e gradual. The relative densities and moisture descriptions on the Test Pit Logs are excavation. interpretive descriptions based on observed conditions during The data describ I ed above and in previous sections was used to prepare an overall description of the subsurface soil conditions underlying the property. Although there may very well be variations from the following, we expect the subsurface soil description below to apply to much of the site: The site is i generally overlain with six inches of loose organic - rich sandy soil I or forest cluff. Underlying this surficial cover, is a medium - dense gravelly silty sand with occasional cobbles. At 2 1/2 to 3.0 feet below grades, the test pits encountered very dense gravelly silty sand glacial till.1 Groundwater was not noted during excavation, but we I do expect water to flow at the interface between the surficial medium -dense gravelly silty sand and the underlying glacial till I during rai,ny weather. GROUND ENGINEERING INC. June 19, 2006 1 Job Number 60601 Page 5 A. I PLAIN ENGLISH SUMMARY OF SECTIONS 1.0 — 6.0 The pre vlous sections of the report Arst describe in detail the s1te, the project �what istobebuiltl,an what we d1scovered in our in our explorations. So, what d1d we d1scover? FIrst, the s1te has not been developed in the past. The second maj'or thIng we learned from our exploratlons Is that there Is competent bearing soils a We do expect flows and drainage and 7.0 . DISCUSS at relative�v shallo w depth. at least during the rain ,v season, that there w111 be surface water seepage. The drIvewayshouldbe designed with adequate e water control measures, ION & RECOMMENDATIONS 7.1 GENERAL I 1) The proposed, residential structure appears feasible to construct on this site provided the recommendations contained in this report are incorporated into the design. 1 2) Shallow foundations are suitable for this site. 3) All driveway and roof drainage should be captured and channeled to a properly engineered disc arge facility. GROUND ENG11,\JEERING INC. Job Number 60601 June 19, 2006 Page 6 4) This project qould be successfully constructed during the wet winter months provided adequ,bte erosion control is installed and maintained. 7.2 FOUNDATIONS I The proposed new structure may be founded on conventional continuous and spread footings bearing on the native medium -dense to very dense gravelly silty sand underlying the organic - rich topsoils. Minimum footing embedment should be 18 inches below outside finish grades. A bearing pressure of 2500 pounds per square foot may be assumed for footings bearing as clescr�jibecl above. The design bearing pressure may be increased by one-third (1/3) to accommodate short-term wind and seismic loads. To provide protection against shear failure, we recommend con' tinuous and spread footings have a minimum width of sixteen I inches (16") and twenty-four inches (24"), respectively. We estimate the foundations bearing on the native soils will settle approximately 112 inch for every forty feet of continuous footing and between adjacent isolated footings. differential settlements between building corners of 1/2 inch should be anticipated in cl�sign. Lateral Loads su I ch as wind and seismic forces are resisted by friction between the foundation elel I 'ents and the bearing soils and the passive earth pressure against the foundation walls. However, passive earth pressure should not be relied upon to provide resistan ce unless the walls.are poured directly against the existing soils or structural fill is compacted against the buried foundation walls. A coefficient of 0.45 1 GROUND ENGINEERING INC. Job Number 60601 June 19, 2006 1 Page 7 may be used in design between the foundation elements and the supporting soils. The passive resisiance of undisturbed native soils and compacted fill may be I assumed in design as an equivalent fluid having a density of 300 pounds per cubic foot (pcf). 7.3 SEISMIC DESIGN Seismic Design (2,ategory D2 should be used in design. As the project involves construction of a residence, the provisions of the 2003 International Residential Code should be 'applied to the structural design. All City of Edmonds Title 19 1 Building Code r quirements must be met in design. 7.4 SITE DRAINAGE The site should 6e graded during construction so that surface water is directed away from the excavation and away from the rock walls. Water should not be allowed to pond where foundations, pavements or slabs are to be constructed. Final site grades ladjacent to the building should be sloped away from the building for a minimum distance of five feet. We do recommend installing footing drains around the new buildings where the lower finish floo Is to be excavated into the ground. Footing drains should consist of a minimum four-inch-cliameter slotted pipe that is bedded in, and covered with minimum of six i I nches of drain rock or pea gravel. The top of the drain pipe should be placed at leas I t six inches below the elevation of the adjacent floor slab. A non- woven geotextilO fabric (Mirafi 140N, Supac 4NP or other equivalent) should be GROUND ENGIN�EERING INC. Job Number 60601 June 19, 2006 1 Page 8 wrapped around the drain rock. The pipe should be sloped to drain, and may be connected to thel roof and surface water discharge pipes down -gradient and away from the structu All drains (roof, sOrface water and footing drains) should discharge to an appropri- ate discharge facility. If at all practical, gravity drainage is preferred over utilization of a pump to achieve drainage. 7.5 EXCAVATIONS AND SLOPES Temporary and Oermanent excavations and slopes for this project must meet all applicable gover n�ment safety regulations and standards. Temporary cuts to a depth of four fee I t may be attempted vertical, but may not hold. Contractors working in excavations and adjacent to slopes should use caution at all times as sudden caving of side slopes is possible. Permanent cut and fill slopes which are not otherwise reinforced should not exceed 2:1 (Horizon ta 1: Verti ca 1). 7.6 FLUUK SLAB SUBGRADE I Floor slabs, such as in the garage area, should be underlain with a minimum of six inches of pea gravel, clean sand or crushed rock that is placed atop native competent unyi Iding soils. GROUND ENGINEERING INC. Job Number 60601 June 19, 2006 1 Page 9 7.7 EARTHWORK AND STRUCTURAL FILL Site work should begin by stripping any deleterious material from the site. Stripped materials may have to be removed from the property. Structural fill is defined as any fill placed below structures, including slabs, where the fill soils need to support loads without unacceptable deflections or shearing. Structural fill sh6luld be placed above unyielding subgrade soils in maximum eight - inch -thick lifts and compacted to a minimum of 95% of Modified Proctor (ASTM D- 1557). Soil is ty�ically difficult to place and compact as structural fill if the moisture content at the time of compaction is more or less than 3% from the Optimum Moisture Content. During wet weather or under wet conditions, structural fill should consist o I f a granular soil having less than five percent silt or clay (measured relative to that portion which passes a 3/4 inch sieve). During dry weather, water may have to be added to the soil to achieve the required density. 7.8 WET WEATHER CONSIDERATIONS If the site is developed during extended periods of wet weather or in the winter, the following are ai4 I ticipated additional costs and changes which should be anticipated: 1) Excav alted slopes and any fill piles will have to be protected with plastic. 2) It may; be difficult to impossible to compact excavated soils. 3) Additional site visits will be required by this office to meet City of Edmonds requirements, evaluate conditions, confer with the contractor, and make remedial recommendations. 4) Costs of maintaining the site and adjacent streets/ p roperti es will increase. 5) Standard erosion control measures will be necessary. GROUND ENGINEERING INC. Job Number 60601 June 19, 2006 1 Page 10 A.2 PLAIN ENGLISH SUMMARY OF SECTION 7.0 The previous seettons of the report describe in detail our engineering conclusions and recommendations. Section 7. / - 7.8 6asical�v states that the project can be built using the standard design parameters as ouffined In the report. 8.0 QUALITY CONTROL AND CLOSURE This office should also be retained to provide geotechnical engineering consultation I and observation I services during construction. This will allow us to: 1) Confirm that the design conforms to encountered subsurface conditions; 2) Confirm that subsurface soils elxposed during excavation and drilling are consistent with those anticipated; 3) Evaluate whether earthwork, drilling, subgrade preparation, and I subsurface drainage installation conform to the intent.of the contract specifications and plans; and, 4) Provide recommendations for design changes in the event of changed conditions. While on the site during construction, we will not direct or supervise the contractor -site safety or dimensional or the work, nor' will we be responsible for providing on measurements. GROUND ENGINEERING INC. June 19, 2006 1 Job Number 60601 Page I I It has been a disfinct pleasure providing you with our professional services. If we can be of further, service on this or other projects, please don't hesitate to call. I I GROUND ENGINEERING INC. K. W ILIXIS - Mark K. Dodds, P,.E., President. PLATE I This report for Job No'. 60601 was prepared in accordance with local, generally accepted engineering princip18, practices, and standards. No warranty is expressed or implied. The findings and recommendations in this report are based upon the limited services which you authorized. Geotechnical engineering requires the application of professional judgment, as no study can comp!etely quantify subsurface soil condition under a property with limited explorations are isolated locations. The owner should seriously consider any recommendations for additional work contained in this report, as it is our professional opinion that this additional work is necessary to alugment and/or fulfill project plans and site specific requirements. This report is an informational document, and is not to be used for contractual purposes. Any interpretation of subs ulrface conditions in this report, including test logs and/or text discussions are based upon our testing, observations, analysis, experience, and/orjudgment. There is no warranty that the described subsurface conditions, other than that which occurred at the exact locations tested at the I time of fieldwork was conducted by this firm. Groundwater levels can be especially sensitive,ito seasonal changes. This firm is not responsible for interpretations others may make using this report. The Plain-Englis, , Exposition Sections of our report are simplified text discussions for lay readers, and are not supplemental additional information to be used in design. The conclusions and recommendations in this report assume that the field tests that were conduction accurately represent subsurface conditions of the site. If, during construction, significantly different conditions are encountered from those described herein, our firm should be notified at once to 'review these conditions and revise our recommendations as necessary. Also, if there is a significant lapse of time between report submittal and the start of work on the site, our firm shold be:retained to review and verify site conditions before site work begins. Unanticipated soil conditions are commonly encountered during excavation and construction, and simply cannot be i fully explored by periodic soil and/or rock sampling at widely -spaced testing locations. The owner should be prepared to accommodate potential extra costs through the development of a contingency fund. Ground Engineering Inc., cannot be held responsible for any deviation from the intent of this report including, but not limited to the nature of the project, the construction timetable and any construction methods discussed in the report. The recommendations contained in the report are not intencle� to direct the contractor's methods, techniques, sequences, or procedures, except as may be speciflcally described in the report. This firm will not be responsible for any construction activity or site safety, nor are we responsible if others attempt to apply this report to other sites. lot. 2JA 22M M 40. We - M C. F4 I'Ar; N". ..MAIM t3w U 0. A DMAD. ko St aw NJ 01. �41` As* 4,:,7 D 2"6 W.Va-" M woulkawtu Ground! Engineering Inc. P Huar 4 13 PLATE 2 VICINITY MAP Johnson New Sin Pd le -Family Residence 23214-92 r Avenue West Edmonds, Washington MOW: ..NEW ASF H ALL �URUN F ]NO ' DRAIN OOT '5 LAR 10--T(R TO, LWE BEYOND CAM SAWN P CH. 5 2 0 PRO E k R ENCE T/- I 6 2' U.? IV DROP C 3.17 D rEC K W TPi2 Ground Engineering Inc. PO. Box 453 � Ki'rkland, WA §8083 1 IPA I =I PLATE 3 SITE PLAN N Johnson New Sinqle-Family Residence 23214-92 n Avenue West Edmonds, Washington RECORD OF TEST PIT PROJECT NAME: Jol�, nson New Single -Family Residence PROJECT NO.: 60601 ADDRESS: 23� 14-92nd Avenue West DATE EXCAVATED: 6/2/2006 CITY, STATE: Edmonds, Washington LOGGED BY: MKD TEST PIT NO.: TP-1 ELEVATION: 118' PAGE NO.: I of I (U U :> C1 C 5L 0 L, ;�i- OD 0 0 r_ - CFj U C (U Q 0 k1l _j — 'A C 0 0 0 0 Q) C > c 4- 0 M tit) U .0 C (1) CL 0 E r_ a M V) in U rj� U U E E V1 0 U Q) 0 Q 0 U Dark 0/10 J: SS/75 15/45 SM very Moist Loose Organic -rich Silty Sand with Gravel Brown Red Brown 5/20 40/7 5 20/40 :SM i Moist Medium Gravelly Silty Sand to Silt and Sand with some Dense. Gravel. (Weathered Glacial Till) I Trace to some Cobbles below 1.5 feet. 2 .... B Gray 10120 50/65 15/40 ism Moist Very Gravelly Silty Sand to Silty Sand with some Dense. Gravel. (Glacial Till) 3 Stopped at 3.0 feet. No standing or seeping groundwater table noted during digging. 4 5 LEGEND Ground Engineering Inc. PO. Box 453 V Visually Estimated Pi Atterberg Limit Test KirMand. WA 98083 G Sieve Gradation W Moisture Content Test B Bag Sample S SPT Sampler RECORD OF TEST PIT PROJECT NAME: Johnson New Single -Family Residence PROJECT NO.: 60601 ADDRESS: 23214-92nd Avenue West DATE EXCAVATED: 6/2/2006 CITY, STATE: Ed ! monds, Washi ngton LOGGED BY: MKD TEST PIT NO.: TP72 ELEVATION: 109' PAGE NO.: I of I U L 1W > >1 C 0 (u U 0 Q: M C U 0 0 _j A U (4 V) C Q C _rz 1 0 U 0 0 V1 .0 U 0 T U "Z 0 C 0) C :) 0 L_ U Lon " 3 .9 .- L_ E C,L Qj 0 0 U U �n Q) U �n E :3 aj 0 Q to V) U U Dark 0A0 :55/75 15/45 SM very moist Loose Organic -rich Silty Sand Forest Duff. Brown Red 5/?0 40/7 5 120/40 SM Moist Medium Gravelly Silty Sand to Silt and Sand with some Brown Dense. Gravel and trace Cobbles. tweathered Glacial Till) 2 3 Gray 1 O�20 :150/65 15/40 1 sm Moist Very Gravelly Silty Sand to Silty Sand with some Dense. Gravel. (Glacial Till) Stopped at 3.5 feet. No standing or seeping groundwater table noted during digging. 4 5 LEGEND Ground Engineering Inc. P0. Box 453 V Visually Estimated P1 Atterberg Limit Test Kirkland, WA 98083 G Sieve Gradation W Moisture Content Test B Bag Sample S SPT Sampler RECORD OF TEST PIT PROJECT NAME: Jo i hnson New Single -Family Residence PROJECT NO.: 60601 i ADDRESS: 23214-92nd Avenue West DATE EXCAVATED: 6/2/2006 CITY, STATE: Edmonds, Washington LOGGED BY. MKD TEST PIT NO.: TP'-3 ELEVATION: 116' PAGE NO.: I of 1 f > > C 0 M M C 0 0 1 A V) A— 4- 0 0 Cn ( C CU C 0 cu M c (%-u 0 .2 U V 0 > 0 0 Z -Z .=. C OD U Q. M 0- Qj Z) -C (u CL E -2 0 cc M r_ Cz L-1 41 U .�n U U 0 V1 0 E U V) 0 U Dark 0/10 i 55/75 1 15/4S SM very moist Loose Organic -rich Silty Sand Forest Duff. Brown Red 0 5/� 40/75 20/40 SM Moist Medium Gravelly Silty Sand to Silt and Sand with some Brown Dense. Gravel and trace Cobbles. (Weathered Glacial Till) 2 B Gray 10120 50/6 5 i 15/40 1 SM i Moist Very i Gravelly Silty Sand to Silty Sand with some Dense. Gravel. (Glacial Till) Stopped at 3.5 feet. No stan�ing or seeping groundwater table noted during digging. 4 Ground Engineering Inc.' LEGEND PO. Box 453 V Visually Estimated 131 Atterberg Limit Test rJrkJand, WA 98083 G Sieve Gradation W Moisture Content Test B Bag Sample S SPT Sampler I STANDARD t 2-006— DG6 I OWNER: 1-0 IV\ 1-0 1\1 0 W I TSC_ V+ L4 0 0 DETENTION S YSTEM- WORKSHEET (.,5nnn (:?p np CALC. BY: Go"Otj J&&.1sofq ADDRESS: PHONE: Lila 590)10 C)?-Nt) ME- W. DATE: 19 — 2 00 g2-- IMPERVIOUS SUFACE AREA - L4 2- 5- 6 Sq El- , RIM ELEV. FINISHED GRADE TIGHTLIN FOOTING DRAINS SHALL NOT BE CONNECTED TO DETENTION SYSTEM OCKING LID (TYPJ jC) (0 - 4f IM ELEV. _ DETENTION PIPE LENGTH 6" Min. clearance FMeasured from top of Conc. box or riser. 11MINIMUM UPPER CATCH BASIN 0,5% TO 1 .0% SLOPE ELEV. t03, lAo CONTROLCB 9"MIN. TO CITY CONV Date: q2 Z/of INV. ELEV. 103-2- CONTROL 2'X2'XI 2" DEEP CONTROL CATCH BASIN (4'-6- QUARRY SPALLS OR EQUAL) IN. 6" COVER FROM CONTROL C /1", OV��_T SHALL -BE-PERPENDICULAR- TO SPREADER TRENCH— PERF. PIPE SHALL BE LEVEL & CAPPED AT ENDS RIPRAP OUTLET NOTES ,9 13 MIM CL - NOTED UUN I KUL 10 1>—TRENCH SHALL BE LINED WITH MIRAF1 &ON TOP N--1-7/8" WASHED DRAIN ROCK SPREADER TRENCH ACT %_ V19k 1. CALL ENGINEERING DIVISION (771-0220 EXT. 1326) 24 HOURS IN ADVANCE FOR A TIGHTLINE AND DETENTION SYSTEM INSPECTION BEFORE BACKFILLING AND FOR FINAL INSPECTIONS. 2. Responsibility for operation and maintenance of drainage systems on private property is the responsibility of the property owner. Material accumulated in the storage pipe must be flushed out and removed from catch basins to allow proper operation. The outlet control orifice must be kept open at all times. 9 CITY STORM CONVEYANCE SYSTEM SPREADER TRENCH SHALL BE AMIN. OF 10'LONG AND PERPENDICULAR TO CONTROL CB. RESU F AUG 14 2006 BUILDING DEPARTM CITY OF EDMONE I I 6 it I FRONT DOOR CITY OF EDMONDS WATERLINE AS -BUILT A c::) ADDRESS: U_i 1 23214 92ND AVE W PERMIT No- BLD20060661 CONTRACTORi HOMEOWNER: SCALE, xxxxxx I xxxxx I NTS DATE INSPECTED: INSPECTED BY: DATE DRAWN: DRAWN BY1 3/21/07 1 J. HAWKINS I 3/26/C 1. ABILA NOTICE: ant Y ... Ot -a '0 ... w,a N formation'shown on the attached The in for use by the City Of map(s) was com ' piled nd Consultants. Edmonds/ its Ernpl-oyees a Th,.e City of Edrn.onds does - n ot warrant the acy of anything set forth on these accur M a p (S"). . A n . y person or entity -requesting a copyshould conduct an.independent inquiry regarding the information shown, o -m a p (s) , including, but not Jimited to, c ion of any sewer stub shown. Suc the lo' at' -not exist and may -sewer stubs may or may t at the location shown. or may not exis Neitheir the -ity of Edmoinals nor its i -c e,r s *s h. a. I. e 1--i a. b-Ife f o r t, h ernp[o-yee's 0'r Off' this map(s), nor for information g ven on Ided based any one representation prov upon'said map(s). I,? C. is) "I 0 0 CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221 Website: wwwdedmondsma.us DEVELOPMENT SERVICES DEPARTMENT Planning - Building - Engineering November 5, 2007 Gordon L. Johnson Masterworks 1132 Duchess Rd Bothell, WA 98012 GARY HAAKENSON MAYOR RE: 23214 — 92 Ave W, Permit BLD20060661, Driveway Slope Exceeding 14% Dear Mr. Johnson, This is in response to your email dated October 30, 2007 requesting approval to exceed the maximum allowed driveway slope of 14%. Review of prior inspections show a close cooperation with city staff in regards to additional grading and overall driveway design in the attempt to achieve a slope under 14% over the entire length of your driveway, which clearly indicates a good faith effort on your part. Actual field conditions in this case differed from the theoretical to the extent that, although a 14% slope has largely been achieved, portions of the driveway approach 17%. City staff also notes these portions are also sloped to ensure proper drainage of the driveway, and changing it can negatively impact site drainage. Your request to exceed a driveway slope of 14%, but not more than 20% is therefore approved. 9 WAVID K. GEBERT, P.E. City Engineer es STREET FILE cc: street file permit file # BLD20060661 Incorporated August 11, 1890 O\NNF-F\ -TDi\f\ jN�jT-0N0V4j7:SC-l4 'e" 2-3?-19-92-N*D I-WF—W, 7=..DI%0N0)5 9807-to -RiQC-jE- --�OP P 1%1 Fl 00 P', -0 9, 0 AiZirk 6 F- S L N 5 11. 8,, D BSt4\rSLkB @, )09.0f 0-b rzl 4� !-. A- dWNERICON-MAG-1-0-f" lzS FOR "' EROSION CONTROL AND DRAINAGE 60 F-F cl �A7- ( -WD N\[E- ",J E IV 2 IF -IA 81,05 Lk F-YI 15 7- 1 'j, 5- Ey\ I 5-Ti I I ez'S 0 12,,5%' p4 r. jq D a/0 NEAAI <—: 30 cr- E2 F24 I, ST- I Ito S' APPROVE,) By PLANNING 0 —4:9u�c.cl Zone E- Setb Corner _acks Flag pn 1� I t\l 6 Front jr1wak, iZr Ac-tual Sides Rear Other A LLI 3 2- rpi I-L6 s A-A� o ut ul 7�75-C --c- A,:,- , t - I i F ? 5 us vi E. PN I N1 41 ft LE- L0 PJ qj, -.1 C) I p CL CIA R'Z SW L L- IDD \1 E- F-7-,6 e) RORD CL-FF PEP, '� r-i F-. 2— D RR \1\1 I 1\1 C-1 N1 ST \PoRcti \1 r L u ?I TNVE� -FV P E, I�VLT-5 �.T na 6, C- 0 1\1 T- N \1 75-�kl- (0 3,2- I C, Fc) I �l cl 19 r;_.[ I p 0 RT 1-0 mo v E- 1)01- r-_ Tr> z) E 3 u ct; I C-.13. z �,l D 2- 3 2- �j 0 \vrll� T- FOOTI MCI 'A�- E- W T\j P E -T N1 \1 ERT 9 7.61 h ST-1 0 cl 13, \V: C- !�- 1\1 T I'v- < jib /44/ C-1 ft CA lE— 117- 17C ff 2 .0 L 1A N LT E-AST 0 F I\ S� Ef-\ST �-:bCzE- OF �R-C).\1VI 119,D, C) PT �i 19 q5'6,-7:S- Ll 11,4. 6 13c) /'001 ::T: I\t\P E ?V1 I D LA S C, Nr L C- S -r P, L, R. i'E- 2-14 0 'L4 )852- 5 G� � 2- 5- to 5 0, F-� / s 1 60 Z5 N F- to T\ /PE-).L C-R 0/ R'rhl\l--QT 10A 11 1 -1" .'r " f� "'�Dl 102- 'P 0 v/ 11 4,TO IA T I Tj t�'f 14Tko KI jjf F02"N' DRAws NoT ACCEPTAbLE TWIM' T BE TIED WTO will m MATEAK S T F— 4o *12 R10 HAMM P 2-7 0 3 3 to 0 o I I 'i IoO RE\) I S E-'D 8-9-2-0o6t Lo r C C) \ I E T-'-' 1'�- G. 1-1 1 2-rl "7c, Lo - r s I -LE sa, V:T- V\0 LA �b 1- 2-1 S Pr ?o ?,6� � -D E(� 1�, 2.:j ?- G) �- -r -rd-m L- 2- L4 0 1� S 0, F--F (Z I ro I - - S- cfl (�Lo � -3— T- E-hST E-T)6E-01- ro; T I\- L 50 A TC8 176 v'/ E S? Ii P-I I-T 7 i !'f 30 WATER &SEWER---" INSPECTIM REaD 119. '--71v CALL 426-771, -0220 EXT. 1328 D 7L4 tl i -Do 0 D (T Cp T: P, S -p 10 0. RF-mf\-IN col�sTpvml - 0 tl RESUB AUG 14 2006 BUILDING DEPARTMENT CITY OF EDMONDS 8 NOM BYf m s , L'z - La 4 r STREE"I"' FILE 4ate: 7/ -0 V RESUB AUG 14 2006 BUILDING DEPARTMENT CITY OF EDMONDS .0 t "TO�15VJITSc-.4 5 17L NP DM- 5:5 2-.3-2- ILA —9 ZK1 I) P'-v F:.- mc>*vt DS' 9 Pro, 0 p E—S P: I E rz; Fz. Fo Lt N1 b iq--:�rio I�E' Y, aq V rr TUTKL 3 5 0), CA I L-T HE NC F— I A 15- Ll o < N I 57V I I 6,'_cj— PoRc'�4 s �-m�-xr /G N R JIG F-r6i IEI-� :10TO FT � F-LQ. I ITO S L L PvA6 I I As): S ARK K 2-7 0 3 3 (c, 6 D xp0 .e �crr A -RE --A— 8-771 SQF I rj,!� c7, o J" L o P L 9 7c, �1 \ f w RESUB AUG 14 2006 UILDINA DEPARTMEN'T CITY 6V EDmONDS STREET FILE., 22,00 G 17- 0 NJ\] KI 0 \N (75 r��i 2-32-19 2- 11 D i-,',) �ED MO Nt D S 2--7b3 3 6 00 �lq 1 06 UA t\A Y--kl 1"'0' k..� V I I r7 M-M AY e jr-- /* 7 L) S CA? P L E- I\f\ F- Nj I- -FC) C-t R J,,�A) I \It C-1 IP I k- t,,l \ . AJITk C-lRP�Dltll(,,i i!P-,L-C-Ul-N71ONS A- 3 -3 1p X 2-'DEE-P 4;:, /7 2— C, tA p B Z.O. too -x 3, D - 5-(5:,0 y E-- 112-(8 X lozo-lj 2-C) 18 F- 2-lico) L a�C-KFJLL To -I- s rrE :Nlft-rivF-. SOIL OWLY B ui Jla r `7 W C Ms CT o L J Z-1 2 2..":') RESUB AUG 14 2006 BUILDIN ARTMENT 0 DEM' CITTOF ED ONDS 9 0 I RE,StUB AUb 14 2006 BUILDING 0 R ENT "-"Ty OF EEDPMAOTNMDS CITY CLERK C CONFORMED COPY rrY OF EDMONDS 200808250547 M AVENUE NO. I PG 121 tbMONDS, WA 98020 08/25/2008 4:05r N2.00 SNOHOMISH COUNT , �SHINGTON STATEMENT ON ACCESSORY DWELLING UNITS Property Address: Edmonds, Washington Legil�RescHption: �01 -3 OJ15AWTIQ M 1 5_402 -�O 361- -7 9� Cz-(j kd i - . - - - — . - - I - I I I If - I a . I - . - a -T A 10' 7'� ess o : r1i. arcel Number: �t-? 0 3 3 C)o I L] 0 1-1.ha ' ve '. ' read the requirements for accessory dwelling units contained in Chapter 20.21 of tlhe!'+td�monds Community Development Code (ECDC) and understand that an accessory 4w.e.11ing unit as defined in ECDC Section 21.05.015 is prohibited until an Accessory Dwe'lling'Unit Permit is approved. I also understand that an Accessory Dwelling Unit Permit cannot be approved unless all the. criteria in Chapter 20.21 are met, and all the necessary items are submitted, of occupancy and a covenant to be filed with the Snohomish iiiclii.ding an affi County regarding the regulations imposed on Accessory Dwelling Units. Piop.erty. Owner Signature: P tpperty Owner Name (prir Date: U -ST CE STATE OF WASHINGTON COUNTY OF SNOHOMISH) 'f-.�certify that I know or have satisfactory evidence that CO Q,7-VtP7-tUA;kSCL s . i'' ed*,this instrument and acknowledge it to be his/her free and voluntary act for the uses and grl oses mentioned in this instrument. Z 5t . it ?-9 pressure seals must be smudged.. Dated: z2tz 42 Z-ZZ- Signature of ua_�' Notary Public: Residing at: 10 NA Qi My Appointm2en Expires: 3 7 MUST BE RECORDED WITH THE SNOHOMISH COUNTY AUDITOR. FILE