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717 ALDER ST.PDF10118 717 ALDER ST Q ADDRESS: TAX ACCOUNT/PARCEL NUMBER /,5 BUILDING PERMIT (NEW STRUCTURE): �� COVENANTS(RECORDED)FOR: CRITICAL AREAS : 0cZ)/-V — CrJI DETERMINATION: ❑ Conditional Waiver 9 Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PERMITS (OTHER): G C'P PLANNING DATA CHECKLIST DATED: C —) /,, 1.O SCALED PLOT PLAN DATED: ` �J (/ (p SEWER LID FEE $: LID SHORT PLAT FILE: LOT: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #:_ 7 GEOTECH REPORT DATED: STREET USE/ FOR: WATER METER TAP CARD ff BLOCK: 4e yaeor z LATEMP\DSTs\Form \Street File Checklist.doc Worthington Canopy Upgrade BUILDING HEIGHT CALCULATIONS ALL ELEVATIONS IN THIS TABLE REFER TO SEA LEVEL CORNER ELEV auu uFirWT Building Corner Existing Existing Grade levatio Existing Gradepoint: SW 57.95 FT Existing Gradepoint: SE 97.20 FT Existing Gradepoint: NW 55.00 FT Existing Gradepoint: NE 92.20 FT Total 362.35 FT Average Buidling Height 90.59 FT Maximum Building Height From ave Qrd 25.00 FT Maximum Allowable Height 115.6 FT Existing Building Height not modiFied 115.0 FT APPRIVID BY PL_ A 1 G q 6 it Zone PY-6 Corner Flag Setbacks Required Actual Front s' Zo 2 a Qo c�lun Sides W he S r f Rear n/ ! S 5 f Other Hei ZS Z AREA OF WORK SE CORNER 9� 9 EL 9720 90 HEIGHT ALG. 50.1, 14 lJ/ 97'-5" BOUNDI BOX B8'•b" � — — _— _— --- --am ---1 '--- --- -- qb — —7' r- \ N GO R EL 9720 \ / / O S WILL NOT ROOF DECK _ ^ XTEND INTO 5ETBACK MORE THAN 30', TYPICA ALL LOCATIONS I > m W L IN - B7 41 ROOF DEGK EL 96'-0T II o°< N N II ' °a • B9'-9' IE IE - 891-1" It 87 I I I �c— V 0 TOD. - 89'-9' NW GO R \ m IIE I EL 85,00 — — — � 109.75' 87'-7' 79'-3' �L ` � s/ Nr no`�' o jec,T ill fv AREA OF WORK S� 1A 1nE•=1'-0' W®RTMgG TON CANOPY UPGRADE wila architects ps 04/01/09 PROJ Not 17440-00 7M HWrwsy 99, Suke 2 Lynnwood VA 930367373 42S.T1i3000 PAX 77I3W2 RECEIVE® APR 0 ' 1 2009 STREET FILE DEVELC M OF SERVICES S CTR. PLANNING DATA STREET=FIL SINGLE FAMILY RESIDENTIAL Name: Date: \nLory-In� ----- ---- - -� ---- - - — - -- Site Address: -� A � — Plan Check #: Project Description.: tp r ecz, Pc-e�-enq;neer-ed Reduced Site Plan Provided: ES / NO) —{ Zoning: R�ES-co Map Page: Corner Lot: (YES /a_ Flag Lot: (YES Critical Areas Determination It: C�RA2s1f GCC77Dr Kriz� �/�� Cof'13/OC; c�eVer�n; Study Required - ��ion �a--zaro( A�e� N, mere 1no a i�not' e�ese, on �t El Waiver SEPA Determination: � ins S e. �e�g 3r C-y o�,gr•-..o/;nq Exempt V v ❑ Needed (for over 500 cubic yards of grading) ❑ Fee ❑ Checklist ❑ APO List with notarized form Required Setbacks Street: Side: Side: Rear: i-' �E� -S' Cris' Actual Setbacks Street: Side: Side: Rear: c..] it1 _ Z P, u, ❑ Detached Structures: �i Rockeries: Prot ��.; nr,� ,�� S�•,r"an �n e��nS ❑ Fences/Trellises: V ❑ Bay Windows/Projecting Modulation: ❑ Stairs/Deck: .. � . � �_ � Rnffrfn�►NninhF Datum Point: NIA — Datum Elevation: N /A 3 over oc-' Ana t �c�e. <3Tov'e e- oc-; ,q Maximum Height Allowed: � e� � � Actual Height: � Other Parking Required: Parking Provided: Lot Area: c, Maximum Lot Coverage: 35% roposed: c Lot Coverage Calculations: ADU Created: (YES Subdivision: C;kv ng F_QA ?� ,\0ck C?o -- Leg aq 4_ Legal Nonconforming Land Use Determination issued: (YES /d Comments Plan Review 13 Pt"Wwq Data form 04-1 t 06.doc 90 • • L0� EUAf CITYOFEDMONDS 121 5TH AVENUE NORTH - EDMONDS,WA 98020 Inc. 1890 PHONE: (425) 771-0220 - FAX: (425) 771-0221 Expiration Date: 10/26/2008 Parcel No: 00434209002900 ,.OPO. JOHN & JOANNE JONES SHAPIRO ARCHITECTS OWNERASGENERAL 585 BETHANY DR 624 EDMONDS WAY SCOTTS VALLEY, CA 95066 NEW SFR RENEWED 10/23/2007 VALUATION: $351,596 EDMONDS, WA 98020 425-778-5400 LICENSE #: EXP: PERMIT TYPE: Residential PERMIT GROUP: 52 - Renewal GRADING: Y CYDS: 91 TYPE OF CONSTRUCTION: VB RETAINING WALL ROCKERY: N OCCUPANT GROUP: R3 OCCUPANT LOAD: FENCE: N ( 0 X 0 FT.) CODE: 2003 OTHER: N------- OTHER DESC: ZONE: RS-6 NUMBER OF STORIES: 0 VESTED DATE: NUMBER OF DWELLING UNITS: 1 BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 PROPOSED BASEMENT: 0 1 ST FLOOR: 1658 2ND FLOOR: 1864 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 13RD FLOOR: 0 GARAGE. 540 DECK. 481 OTHER: 0 FRONT1 .ETBACK REQUIRED: (S) 20' PROPOSED: 20' REQUIRED: (W) 5' PROPOSED: 5' REQUIRED: (N) 15' PROPOSED: 15'+ HEIGHT ALLOWED:25 PROPOSED:24.8 REQUIRED: (E) 5' PROPOSED: 5' SETBACK NOTES: Eaves may project into the required setbacks by no more than 30 inches. InIffffr 1 AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUT14ORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THISAPPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. Signature Print Name Date Released By Date ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109/ IBC 10/ IRCI 10. = ARCHIVE = APPLICANT = ASSESSOR = OTHER 00 00 STATUS: ISSUED BLD20060660 I CONDITIONS REQUIRED SPECIAL INSPECTIONS FOR THIS PROJECT: 1) Excavation, clearing, grading, & site preparation 2) Soil bearing verification 3) Placement of till & compaction 4) Footing drain 5) Temporary Erosion Control 6) Final Erosion Control 8) General site monitoring during wet weather construction • Lot line stakes must be in place at the time of foundation/setback inspection. • All 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. 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. • Installer shall provide the manufacturer's 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). • Maximum Height 25 feet. Measured from average elevation of undisturbed soil at comers of extended building rectangle. Subject to field check by building department. • Hose Bibbs (exterior faucets) are required to have a pemnanently affixed anti -siphon device installed. • In addition to the required pressure/relief valve, an approved listed expansion tank shall be installed on all hot water tanks. Per UPC 608. • Type B or L vent connectors required on fuel -burning appliances passing through unheated spaces. Per IMC 803.2 • Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309 • Pursuant to UPC 605.2 a water service shutoff shall be installed on the water line as it enters the building. • 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 pemnit 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. • Submit all special inspection reports to the City Building Inspector on a weekly basis. • 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. • Pursuant to UPC 608 a pressure regulator valve (PRV) shall be installed near the water shutoff. • Sound/Noise originating fi-omtemporaryconstruction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00am 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/activates must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Refer to City of Edmonds Water service line handout for requirements. • 48 hours notice is required when requesting your FINAL 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 BUILDING (425) 771-0220 EXT. 1333 ENGINEERING (425) 771-0220 EXT. 1326 FIRE (425) 771-0215 PUBLIC WORKS 425 771-0235 1 PRE-TREATMENT (425)672-5755 1 RECYCLING 425 2754801 When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being • 6 *i requested, Contact Name and Phone Number, Date Prefereed, and whether you prefer morning or afternoon. • E-Frosion Control/Mobilization • E-StormTightline • E-Storm Detention System • E-Footing Drain Connection • &Water Service Line • B-Drive%vay Form & Slope Ver. • E Fire/Aid Address Sign • E-Engineering Final • B-Lath/Plaster • B-Setbacks • B-Footings • B-Foundation Wall • B-Retaining Wall • B-Slab Insulation • B-Plumb Ground Work • B-Plumb Rough In • B-Gas "Test/Pipe • B-Equipment-Mech • B-E#erior Sheathing • B-Shear Nailing • B-Hydronic Test • B-Height Verification • B-Framing • B-Walllnsulation/Caulk • B-Floor insulation/Caulk • B-Ceiling Insulation/Caulk • B-Sheetrock Nail • B-Building Final - UCPUU t'� kppHOVED AS NOTED Zone S-a CornerbLFlag_AL �� ENGINEERING Required Actual +- 17 h l dey ,, - Front (-) 2Q' / Date: � STREET FILE- Rear (W) / ----�'--•'Y-- � Rear �JV) UB RESAPPROVED BY PLANNING �_ Other a AUG 31 2006 o�� Height y'g� Aal��vp�. M 1 , MAXIM) OF )'.Cl NIG'•I KEYSTONE HALL ALL LOCATIONS. � DATUM -- BUILDING DEPARTMENT "� C% O\ /DSLOPE GRADE Al 2:I MAXIMUM TO ACNIEv. A FINISHED p/7 1, a� 155 n� BENC,' CITY OF ED�IONDS 11 GRADE LEVEL OF 99'•b', TYPICAL THIS WALL SIDENALK ( EAST RIM , 100' 0- PiO�gG� {A'TO. aI'•b'f," C�/GU.4 p/� "A ItA55unED � 9 i.Ow 99'•6' I NOTE /� TIGHTLINE u'. WHNSPCv15 TO 19'•0' SETBACK 9, 5� (pk !� uPR CA1C,4 BASIN Hi INvE,RT qy 90 :fEIGF+i ALC. \ —'` / 9> .5' ELEIATICN C� 870' 6• , V j BOUNDI. BOX — 00'1 1i TYPICAL SIL i I^ —`.. _ f _ J _ _ _ — — — — — —�• — w- — _ ._ — —(biT > FENCE 6E 9 , r. — m u, Yfi \ / .tl'•b' _ IN .E, I /• 1.O9d'ar �QvEP F,SWLLN07 I'' 5Ow .,'•9I T.DY•' 8a•.p•• I G OCf DECrt /\ // m / `ltY END INTO SETBACK I BDH'. B3'•b' I LQ ' wtt / / © / 'ORE THAN 30'. T-TPICAI / 1.OH 97 •6_I ALL LOCATI NS iT _ IIn� BOw roa•.o' :. T wK POINT I L._1. bOH 94', p.. •.CI•+ I. 83'•b' W 'I \ � / 1ST FLCO\R — + o:+ 96.'L•,:. \'\ �EL 100' \\ nv. EL W R N 0 ` I ul 1.OH. 83 0' c \ \�\ nl/ EI190'•0' \ GRADE ! •� / � \ . I > /� I MAXIM n OF },I, ALL L CAiIG45 \ \� i.OD. 89'•9' B4Or+. • 82'•0' 82 xMVn OF 3' Hlr / \ / k _ I N W SEA 91'•9i IL IONS. SLO GRADE /LOr. • 8 '•0 I d \ TAD. 89'•9' -AT 21 Axlnvn i0 A IEvE I \ SARI HAY`• \;. a (vEw CB BAH. • Br.9^ I II E 89'•3' \ �I INV. EL 8b'•b'� A FI D GRADE LE L \ \ / DETAILS \i n s E b, OF B b tYPI AL 'HIS \ \ / B 9 `\ RIM EL 90 •0 c BOx . 8r•b ,,� 7c \ / IPE COvERMINIMUM .aN. EL T.0% N 8a•.pJ — _...,.._....� _ �c--m ---- � .— —... - �\ \ �CG'EFrr6vi� B.Ou., er•3' — — -- n w'C EG. • 79'•3' 79 •3' L I' 8 '• cG B7'•2I SIDE OF ALDER 5i EG. 82'•S' B' A vEY K POINT tOwlI 89INV. EL B6'•j' ` ' � .0.. i.0Y1. 06'•8' T.Oii . B8'. i3OH. 89'•a' B.Or�.., I RIM EL • 90'•0. 1 BAH81'•l'.. 79..3• B.ON. • 82'•5` B4ON, . 83'•8' BAN.. p' v B.Ota, . 86'.�• G 87'.0 Q 8m'•0' E • 2'•10' , Be'. b" E • B6'.b' T.Or(. , B9,•l I 1 iOw.. B3'•0' T.Ol . eb'•10' 1.Or.. B7'•0" i.OYjV. BB'•6' T,Or, • 89'•b" B.Oid.. 80'•0' B.O.W. B2'•I0' B.Oa. • ba'•0" B.ON. B5'•6' BON.. 86'•6' B.Ox . 87'•0 —Jp- EG. •.e1 •0' i EG. • B3'• G. • Ba.!' E 86'• 86'. ' T.Or 89.•L. i3Oy. • 84'•0' T,OH. • &6'•0' T.O➢1. • B7'•A" 1.OL1, . 89'•0' TOw. , 89'•6' B.Ow , Ev'•Ip' E.Or. 81'•0` B.OL. • B3'•D' B.OW. • Br'.� B.Oi . 86'•0' B.Or+. 86'•B' 20'•0' SETBACK 1 E e�'•0' B3'.. 862• E ..86'•9' —� TON. 05'•m' 1.OH. 86'•�' i.ON, 87-B7'-D' iDH. 891•7' T.OId.. 89'•b' B.0;4.. 82'•0' B.O.W. 63'•4' 5.0A. • 8a'•8' B.ON. • 86'•2' B.Ow. • 86'•9' 35'•L'h �,—__2a'•b 1-1-M BUILDING HEIGHT Building Corner Existing Existing Grade Elevation Existing Grade point: SW 883 FT Existing Grade point: SE 97.0 FT Existing Grade point: NW T Existing Gradepoint: NE 92.0 FT Total GO. R T Average E3uidline Height " FT Maximum Building Height From avg grd 25.0 FT Maximum Allowable Height `� 'C� a FT Proposed Building Height �- 115.0 FT GRADING VOLUME UNITS CUT • FILE... 91 69 CY CY TOTAL 160 CY SITE COMPONENT BUILDING (EAVE TO EAVE) INCLUDING GARAGE DRIVEWAY SIDEWALK KEYSTONE WALLS TOTAL I AREA UNITS 5F SF SF SF 2,505 0 #212: 3 3,520 15F LOT COVERAGE PERCENTAGE AREA UNITS SITE AREA 100% 61578 5F MAX BUILDING COVERAGE 35 0 2,302 5F HOUSE FOOTPRINT 34% 2,227 SF PERVIOUS DECKS 19. 70 5F TOTAL COVERAGE 35% 2,297 5F • "Nothing in this permit approval process shall be interpreted as allowing oz,permitting the maintenance of any currsatiy existing illegal, nonconforming or unppermittc-A building, structure or site condition which is outside the scope of the permit application, regardless of whether such building, structA or condition is shown on the site plan or drawing. Such building, structure or condition may be the subject of a separate enforcement action." 0 StREET FILE W r N °58'28" E 59.95' I 1 10 • i 1 � \ Lam-- p l 6, N 89°58'13'$E 59.95' 0 Zk*-)-G - 0Co f� O w RECEIVE® FEB 0 61007 BUILDING DEPARTMENT CITY OF EDMONpg 5.o1 STREET FILE 0 PLANNING DATA SINGLE FAMILY RESIDENTIAL 11 STREET FILE Name: Date: GA.,ZQG Site Address: f._e'k Plan Check #:QOOG _ Project Description: COnSkrur-A -b- necz Wing\e A-Jy ce3►c%nce. Reduced Site Plan Provided: 0 NO) Zoning: Map Page: -a0 Corner Lot: (YES /0 Flag Lot: (YES / NO Critical Areas Determination #: CA-aQG=Wn Sy by ICta�zaM c6o�e u�eq� Study Required - Ero3',On VmZa,.rd ,area._ -u,W e e.\�,- l Wfe Jam/ 4v� 'C' land +s Presecr4 ❑ Waiver SEPA Determination: Exempt ❑ Needed (for 500 cubic yards of grading or site within 200 feet of Puget Sound or Lake Ballinger) ❑ Fee ❑ Checklist ❑ APO List with notarized form Required Setbacks Street- O� Side-(w , Side:(E 5, Rear:(N Actual Setbacks W sm Uouzal Street: S Side:5 i-Sides , Rear: 61 ❑ Detached Structures: None s�rww^ on Q�a�, d � g Rockeries: fie�ta.,A,q w�\ SVO-zln on ?6,� , toe�-ec/ cz n g��a g. Does nc�r exceed 3 ❑ Fences/Trellises: None S�►oWn an e�ant3. over oe;�:n'x .gc�a�e• ❑ Bay Windows/Projecting Modulation: Se re over GV%C% Face 61ocJ• V V Stairs/Deck: beds S \-&n cj Buildin Hei ht Datum Point: ,mac MH ee.cJx fir Rim Datum Elevation: + 1Od.O Maximum Height Allowed: i Actual Height: i Other Parking Required: Parking Provided: Lot Area: Jr 1# Maximum Lot Coverage: 35% Proposed: 35,�7 e Lot Coverage Calculations: Toles a 2 ADU Created: (YES 49 Subdivision: G;k J 6�/ o C�r V?go,1_'0-41Z' Legal Nonconforming Land Use Determination Issued: (YES NO Comments 70r cl%„hneyS rnty Pro, eA ',nJco -6- ceneuired se-+ a.c..k nc r More. +an 30 ; es. Plan Review By: i Planning Data Form 04-11-06.doc STREET F11E #P20 -� Critical- Areas Checklist CA File No: Site Information (soils/topography/hydr'ology/vegetation) 1. Site Address/ Location: 2. Property Tax Account Number: gS [ 3y Q� S� ZgZq CAS c! ' 3. Approximate Site'Size (acres or square feet): 4. Is this site currently developed? _ yes; no. 5. 6. 7. 8. 9. 10. 11. If yes; -how is site developed? 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 -of66-feet):s a�3►;-x�y?' ;€?(?try =Hill :: slopes resent on site of more ' than. and ess�an a- ease f ld feet Y P PR over• a horizontal distance'of 33` to 66�feet x ). ti{ Steep:ades of eater than 30°,6 resent,.a�isiten vt MA gr ST P - . -distance of less than 33=feet): _ Other (please describe): ` Site contains areas of ear -round standing water: '. ` Gb " ; A roz. Depth - 'Site, Y g : .-�- . FP... . contains'`areas of seasonal standing'water:Q, Approx Depth: What season(s) of the year? Site is in the floodwa flood lain of a water course. Y— P IJ Site contains a creek or an area where water flows across. the grounds surface?'Jlows are year round? Flows are seasonal? (Whaitime of years ). Site is primarily: forested ;meadow ; drubs ;;mixed urban landscaped (lawn, .shrubs etc) _ Obvious wetland' is present on -site:> . iP•2o3) For. City Staff Use Only 1. Plan Check Number, if applicable? 2. Site is Zoned?. .�.5. — 3. SCS mapped soil type(s)? (P ' A'l deYINo 0 0l - V v 10a VA l a VA d Lo vvI p 1 ,P_X o P h 4. 'Critical Areas inventory or C.A. map indicates Critical Area on site? L PA12- MAP j Vjd i C A i s y P DGi�ii bl� �rD�ii cr/1. po-�•?�✓1'h'0�1.. �'"`: �. 5. Site within designated earth subsidence landslide hazard area? N 0 - po�iyilolPi we+(avid i✓1 IoaGl yArGj. DETERMINATION Apwp' 5I}bPe. aC�'DsS. f l O W STUDY REQUIRED WAIVER Q,AOi- -0 Reviewed by- . Gi V 0( COC, O-- Date: (o v P� Per Fa_—`+1 _ L Go • • #P20 City of Edmonds Development Services Department Planning Division Phone: 425.771.0220 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. Date Received: `J 110 L O City Receipt #: ; 2_1 Critical Areas File #: Critical Areas Checklist Fee: $135.00 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 The purpose of the Checklist is to enable City staff to, subsequent steps necessary to complete a development determine whether any potential Critical Areas are, or permit application. may be-, present on the subject property. The:information Please submit a vicinity map, along.with the signed copy needed to :complete the Checklist should be. easily of this form to assist. City staff in finding,arid locating the ti - da specific piece of .property described on this .form. ' In Car , 1 addition, the applicant. shall include other pertinent _� ... -- information (e.g. site plan,. topography P� etc.). or . p 20- studies:in conjunction with.this Checklist to assistant staff aPPucAoNIOS 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 torelease, indemnify, defend- and hold- the City .of Fim harmless from any and all damages; including reasonable attorney's fees, arising from, -any action -or infrac/hon bas m whole or part upon false, misleading, inaccurate or incomplete information furnished by the applic t, is/hedits gents,or employees. By, my signature, I certify that the .info - do i " herewith submittedare true and .correct to the; best of my knowledge and that I am authorized to fi n the behalf of the owner as list d low. SIGNATURE OF APPLICANT/AGENT ` DATE Property Owner's An horizaa By my tify signature, I certha 'have a thorized the above Applicant/Agent to apply for the .subject land use application,. and grant my permission f the publ' ffi an lie staff of the City of Edmonds to enter the subject property for the purposes of inspection d posting. s pplication. SIGNATURE OF O '_.__.... DATE~ PLEASE PRINT CLEARLY Owner/Applicant: Applicant Representative: . �� Sly l� ►e.c� J�r�.C� \"C''�T � � - . . Name.. Name Street.Address Street Address City State Zip City State Zip Telephone: y ZS . -1 -18 . y� Telephone: Email address (optional):�K—$ �� Email Address (optional): f 0 CITY OF EDMONDS CRITICAL AREAS RECONNAISSANCE REPORT Site Location: Between 715 and 721 Alder Tax Acct. Number: 00434209002900 Determination: Study Required Determination #: CA-2006-0072 Applicant: AD Shapiro Architects Owner: Same?' CRITICAL AREAS RECONNAISSANCE REPORT: STUDY REQUIRED (CA-2006-0072) During review and inspection of the subject site, it was found that the site may contain or be adjacent to critical areas, including a Wetland and Erosion Hazard Area, pursuant to Chapter 23.40 of the Edmonds Community Development Code (ECDC). The LIDAR map indicates erosion potential, as the site slopes down from east to west (approximate 23-percent slope). Also, upon inspection, a possible creek or wetland runs across the back yard on the north side of the property. Water flows down hill from east to west. There is a shallow channel -that is approximately three feet wide and is soggy - horsetails were observed. GENERAL CRITICAL AREAS REPORT REQUIREMENTS Critical Areas Reports identify, classify and delineate any areas on or adjacent to the subject property that may qualify as critical areas. They also assess these areas and identify any potential impacts resulting from your specific development proposal. If a specific development proposal results in an alteration to a critical area the critical areas report will also contain a mitigation plan. You have the option of completing the portion of the study that classifies and delineates the critical areas and waiting until you have a specific development proposal to complete the study. You may also choose submit the entire study with your specific development application. Please review the minimum report requirements for all types of Critical Areas which are listed in ECDC 23.40.090.D. There are additional report requirements for different types of critical areas (see below). Note that it is important for the report to be prepared by a qualified professional as defined in the ordinance. There are options on how to complete a critical areas study and an approved list of consultants that youi may choose from. You may contact the Planning Division for more information. - General Mitigation Requirements for all Critical Areas are discussed in ECDC 23.40.110 through 23.40.140. REPORT REQUIREMENTS - WETLANDS The site investigation has shown that the site may contain a wetland. Wetlands are areas inundated or saturated by ground or surface water that support, under normal circumstances, vegetation adapted for life in saturated soil. • Wetlands are generally rated according to their size, condition, function, and vegetation types into four (4) different categories described in ECDC 23.50.010 and by use of the "City of Edmonds Wetland Field Data Form" by the critical areas consultant. • Buffer widths for wetlands vary depending on the category of the wetland as listed in ECDC 23.50.040. F. .► • In addition to the general requirements for Critical Areas reports referenced above, there are specific Critical Areas report requirements for wetlands that are provided in ECDC 23.50.030. DEVELOPMENT PROPOSALS ASSOCIATED WITH WETLANDS Development proposals that encroach into wetlands or their buffers or building setbacks may be allowed through the approval of certain processes. • The width of a wetland buffer may be reduced through buffer enhancement if the criteria described in ECDC'23.50.040.F.3 can be met. The maximum amount that a buffer can be reduced through buffer enhancement is 50%. • A buffer may also be modified through a process called buffer averaging. The criteria applied to buffer averaging are listed in ECDC 23.50.040.F.4. The maximum amount that the buffer width can be reduced at any single location through buffer averaging is 50%.. • Development proposals that proposed encroachments into buffers beyond what is allowed through the above methods require a Critical Areas Variance, or a Reasonable Use Exception. If you think that you have a proposal that may require one of these processes, please contact a Planner for more information. - • Any time a development proposal requires an alteration to a wetland, a mitigation plan is required as part of the Critical Areas report. In addition to the General Mitigation requirements referenced above, mitigation requirements specific to wetlands are provided in ECDC 23.50.050. • NOTE: There are specific performance standards for the subdivision of lands in wetlands and wetland buffers. These are listed in ECDC 23.50.060. STUDY REQUIREMENT - EROSION HAZARD AREA It appears that this property contains or is adjacent to an Erosion Hazard Area. The LIDAR map shows that there is an approximate 23-percent slope across the property. • Erosion Hazard areas include Alderwood and Everett series soils on slopes of 15 percent or greater. among others. • Landslide Hazard Areas are further defined in ECDC 23.80.020.A. • In addition to the general requirements for Critical Areas reports referenced above, specific Critical Area report requirements for Erosion Hazard Areas (which are one of the Geologically Hazardous Areas) are provided in ECDC 23.80.050. • Note that Stable Erosion Hazard Areas may have limited report requirements at the director's discretion. At a minimum an erosion and sediment control plan prepared in compliance with the requirements in ECDC Chapter 18.30 shall be required. DEVELOPMENT PROPOSALS ASSOCIATED WITH EROSION HAZARD AREAS Development is restricted within an Erosion Hazard Area. • Projects that will intrude into these areas will require a report by a licensed Geotechnical Engineer or other qualified professional. • Development standards are given in ECDC 23.80.060 and 23.80.070. 061 ALLOWED ACTIVITIES' Certain activities are allowed in or near critical area buffers as specified in ECDC 23.40.20. If you have any questions about whether your proposed development qualifies as an allowed activity, please contact a Planner for more information. EXEMPT DEVELOPMENT PROPOSALS Certain development proposals may be.exempt from Critical Areas Requirements (ECDC, 23.40.230). If you think that a specific development proposal may be exempt, contact a Planner for more information. Gina Coccia, Planner May 26, 2006 Name, Title Signature Date NOTE: Cited sections of the Edmonds Community Development Code (ECDC) can be found on the City of Edmonds website at www.ci.edmonds.wa.us. J f 1 3 01/11/2007 12:37 4257767759 • GALEED PAGE 01/03 F� RICK JONES 425 750 0766 o: JAIME HA,WKINS 425 672 5750 Fmm. Randy @ Rick Jones Fax- ate: 1/11./07 Phone; e: No.2006-0660 �C: Urgent ❑® For Review ❑ Please Comment 21 Please Reply ❑ Please Recycle Jaime, Per your conversation yesterday IA0106 with .Rick Jones, property owner @ 717Alder, I am faxing to you the soils and erosion control reports as prepared by Kruzan Geo-Tech and submitted to Ed Sibrel when he came to site for inspection prior to excavation. .Please review and let us know if will require any further documentation. We will respond promptly to your requests. You may also contact Chris Behrens @ Krazans Engineering Cad 425 485 5519 if further clarification is required Sincerely Randy ,Rollin/Project Manager (206 779 0852) 01/11/2007 12:37 4257767759 . GALEED Q-Kr"-,an& Associates, Inc. C"o7>:a ENaNMM • ErmaowgNTw. Er,4?gmG CoNsrwx-nrw T rm AND [Nwr,--noN DATE: PROJECtT� *: PROJER-Zj � �� LOCATION:- rr- ommAnt KRALAN PROJECT MANAGER: EquipmerWAsset Numbegs): 00 PAGE 02/03 FIELD REPORT NO: 68384 CONTRACTOR: i .1 c K -37a t JURISDICTION: _r-r-./_bv�� PERMIT#: 2t%n t- ^ h l_r _ h INSPECTOR: WEATHER: Ct_ou TEMP: 1yj-r o jr _. OAV To site best of my lmawteCtm the above WAS / WAS NOT performed in aocmelmmnp udfh itte approved ecinc t and rogukat" roqu affxw tc. SuperinfendeM/Ropreaergove: Tecnnlc[ Serving the Western United States Ise, nta x,e r x�.t+Wn rue iademlmien pnwkW ® ma,.pm it pitfor the a chF&M me of the dkn% This moat ma i o ke apm&c d In my Omm w0 an aM "TwA pmndt6 o of de ctlent ®d K mm A Af wentm 01/11/2007 12:37 42577Ej759 GALEED PAGE 03/03 & Associates Inc. FIELD REPORT NO: 68385 GmTc0im I ENS • &wmowEwPL E;NGAV w4s CONSTmjcnoN Twm AND kvec� DATE: &I _ �L CONTRACTOR: PROJECT #:_?& JURISDICTION: QArty PROJECT. 7r7_Aq= AM _ - •SF,? PERMIT #:.O.b( ^ O {oL� LOCATION: IEOh cw lQl, u.. INSPECTOR: KRAZAN PROJECT MANAGER: _ _ -Co WEATHER: _.. _ . -�-, : TEMP: fL �[ /'.+wf ,err,TQ�.�LLTa �ne /n�AaM.4Tw.J 1LJe�LArG0�N4 - ZjY; n=WRWLA 4d A/Cr F e-N --revr;er u IS C I LA. 6 A b k.D 8� '>t �t. a rV -OL _-'aiaiet nz701 TjSlQ6 Alt 6 lowntan- ,,O fArJ3`34JLTd 1) Equipment/Asset Numbers): To the best of my knowledge. the above WAS / WAS NOT pw mned In a=ombnee with te approved ptm lore and regu>atory mqukwnents. SupoHf "dant/Rapmw tatMa Techn f Serving the Western United ,Mates 1501 ikfd RgmdAbc Raraien Efree�ae r� > The Wwwatlaa peak m Thk mm" iR rep w for The excbsrve use of the dkal Thk VERB WAY em be iepw&eed r my forma wirheas see wAtxa pion d Qw dMot wd %rw & Awdata. n __ cfWm ®- C&ASSOCIA" Yt, 1:11 F GF(YFEC1-1\ICAL. F N G 1 1.':LRI\G o L:\VIR()NN1ENTA L FN'GI Nril:kING CON5TRI"CtIC)\' 'rES'rl\Ci - I\s111 C'F10N June 13. 2006 John Jones/Rick Jones 1460 - 67"' Avenue West. Suite B Edmonds, Washington 98036 RE: Wetland Reconnaissance Proposed Single Family Residence Parcel No. 00434209002900 71 X Alder Street Edmonds, Washington Dear Mr. Jones: KA Project t\o. 09=4-06018 ..� �. 6 b 2006 EECE At your request, Krazan & Associates conducted a limited wetland reconnaissance at the above referenced property on June 6. 2006. This letter summarizes Krazan's observations from the site visit. The property is located in suburban Edmonds, on Alder Street approximately midway between 7'h Avenue South and 8°i Avenue South. The subject property is currently undeveloped but shows the classic marks of development in the past: hedges, fruit trees, a pair of small timbered walls with stairs to the north end of the walls. Tile hedges mark the north and south property lines. The walls extend from near the northeast property corner to a point in the center of the property about two thirds of the way from the north property line to the south property line. The walls are approximately four feet tall. and appear to be made by a previous owner. A pottion of the property from the base of the western wIII to the southern property boundary is covered with a ground cedar bark landscaping product. The property generally slopes 10 to 30 percent toward the west-southwest. Near the north property line. at the foot of the lower timber wall, water is seeping from the slope. This seep creates a trickle in a small channel that traverses the site to the west from the steps/wall to the north properly line. Typical species of' plants found in wet areas are found in and adjacent to the channel: Equisetum ar-vense (Horsetail. FAC), Lemna minor (,Duckweed, OBL), Epilobium ciliation (Watson Willowherb, FACW-), Juncus species (unknown, Rush). Dark organic soils are present in the area where the wetland plants are growing. These soils have an approximate ivlunsell hue of 7.5, chrolna 2.5/1. This area is on the order of one hundred to 200 square feet (0.002 to 0:004 acres) in size. These soils appear to be derived from decomposed landscaping bark and site soils that has been subjected to wet conditions in all aerobic environment. there was no evidence of an anaerobic, reducing environment. One small test pit was dug in the saturated organic soils. The soils in the upper 4 inches of the pit were observed to be the very dark grayish brown organic soil described above. This soil was underlain by a Qeotextile membrane used for landscaping purposes.. On closet' inspection, it appears that the organic Offices Serving The "esteru United States 19501 — 144"' Avenue NE # F-3017 • 1Vooililiville. Washington 98072 a (425 1485-55 11) • Fay (425)-lU5-68 37 KA Project No. 094-00018 June 13. 2006 Pa,-,e No. , of u.Iil" has beet] created by the break do4vn r,f the cedar hark found adjacent to the site. The geotextile is also found Ili other areas. and nlay have been placed as a Aced block when the bark had been placed. Even though this ratan made "Wetland" area has attracted the growth of plants that are commonly found in wetland areas: because the wetland soils is part of a landscaping activity. the wetland " perched—agttifer conditions is caused by an artificial geotextile lining, and the size of this elan made envirollnlent is insignificant and could not be ranked. this seep area Is considered to be a non -wetland. Even if' tile geolabrics were not present. the seep area would not have constituted a wetland that could be delineated or ranked. Based on the highly modified surrounding area, lack of significant habitat, non- reducinu soils. and the absence. of true wetland hydrology. Also, a "stream channel" was observed in an adjacent yard. It is surrounded by a carefully landscaped yard. with a decorative bridge: this would also not be classified as a wetland that could be delineated or ranked. Thank you for choosing Krazan & Associates.. If you have any questions. or you need Further assistance. please contact file at your convenience. (425) 485-5519. Respectfully submitted. KRAZAN & ASSOCIATES, INC. �0 °f Washi� Robert A. Blonlquist. L G w ` LG f# 2596 '�� 59 ��co Project Environmental Geologist �sed Ge°�o Rt3lsn ROBERTA. BLOMQUIST Krazan & Associates. Inc. Offices SmIng The Western United States C, • &ASSOCIATES,INC. GEOTECHNICAL ENGINEERING o ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION May 12, 2006 Mr. John Jones C/O Mr. Rick Jones Galeed, Inc. 21420 — 67`h Avenue West, Suite B Lynnwood, Washington 98036 STREET FILE KA Project No. 092-06078 RE: LIMITED GEOTECHNICAL ENGINEERING INVESTIGATION MAY 19 2GG6 Proposed Single Family Residence Parcel No. 00434209002900 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS Edmonds, Washington Dear Mr. Jones: This letter report presents the results of our Limited Geotechnical Engineering Investigation for the proposed single-family residences at the referenced site. The scope of this study was outlined in our Revised Proposal No. G06-066WAW, dated May 8, 2006, and the fieldwork portion of the study was undertaken on May 8, 2006. Site Conditions The site is located at 71X Alder Street in Edmonds, Washington. The general location of the property is shown on the Vicinity Map (Figure 1). The subject property is currently undeveloped and vegetated with grasses, brush and shrubs along the south side of the site. The site generally slopes downward to the west at magnitudes of up to approximately 30 percent. The site contains a two -tiered timber retaining wall system that is approximately 6 feet tall and decreases in elevation from east to west. Proposed Construction The project details are still preliminary at this time. We anticipate that the residential structure will be wood framed with a slab -on -grade garage. We anticipate that the residential structure will be founded on shallow spread footings. Footing loads are expected to be light. We have not yet received a grading plan for the project. Preliminarily, we anticipate maximum cut and fill depths on the order of approximately 4 feet or less. In the event that the structural or grading information detailed in this report is inconsistent with the final design, the geotechnical engineer should be notified so that we may update this writing as applicable. Field Investigation A limited field investigation consisting of three exploratory hand auger borings, which ranged in depth from approximately 2.5 to 4.0 feet below the existing site grades, was completed for shallow subsurface exploration. A Krazan & Associates staff geologist completed the hand auger borings. The holes were excavated by manually Ten Offices Serving The Western United States 19501 144th A\e. \E. #E- 300: Woodinville. bVA 9807' o (l-5) 48-S-5519: Falx (4-?5)155-6ti37 KA No. 092-06078 May 12, 2006 Page No. 2 of 12 advancing a metal rod hand auger with a bucket type bit. The metal rods were pin connected and the hand auger was turned with a T-handle. The soils encountered, in the exploratory hand auger borings, were continuously examined and visually classified in accordance with the Unified Soil Classification System (USCS). Figure 2 shows the approximate locations of the exploratory hand auger borings. Representative samples of the subsurface soils, encountered in the hand auger borings, were collected and sealed in plastic bags. These samples were transported to our Woodinville Office for storage (30 days). Geologic Setting The site lies within the central Puget Lowland. The lowland is part of a regional north -south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advances/retreats. The Puget Lowland is bounded to the west by the Olympic Mountains and to the east by the Cascade Range. The lowland is filled with glacial and nonglacial sediments consisting of interbedded gravel, sand, silt, till, and peat lenses. The United States Geological Survey (USGS), Geologic Map of the Edmonds East Quadrangle, Washington, indicates that the property is underlain by Vashon Advance Outwash. The Vashon Advance Outwash is typically comprised of stratified sands and gravels, locally with silt and clay interbeds, deposited by the melt water of the advancing Vashon Glacier. Soil Profile and Subsurface Conditions The soils encountered in the exploratory hand auger borings were generally typical of those found in the described geologic unit. Exploratory Hand Auger Borings HA-1 and HA-2 encountered approximately 3 to 6 inches of topsoil and brush underlain by loose to medium dense, fine to coarse grained sand with variable amounts of silt and gravel (Advance Outwash) down to the termination depths of HA-1 and HA-2 (approximately 2.5 and 4.0 feet below the existing site grades, respectively). Exploratory Hand Auger Boring HA-3 encountered 3 inches of topsoil and grass underlain by 2 feet of loose to medium dense, fine to coarse grained sand with variable amounts of gravel and silt (Undocumented Fill). The fill is underlain by loose to medium dense, fine to coarse grained sand with variable amounts of gravel and silt (Advance Outwash) down to the termination depth of HA-3 (approximately 3 feet below the existing site grade). For additional information about the soils encountered, please refer to the attached logs of the exploratory hand auger borings. Groundwater The hand auger borings were checked for the presence of groundwater during and immediately following the excavation operations. At the date and time of our investigation groundwater was not encountered in any of the exploratory hand auger borings. Krazan & Associates, Inc. Ten Offices Servincy The Western United States KA No. 092-06078 May 12, 2006 Page No. 3 of 12 It should be recognized that water table elevations may fluctuate with time. The groundwater level will be dependent upon seasonal precipitation, irrigation, land use, and climatic conditions, as well as other factors. Therefore, water levels at the time of the field investigation may be different from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report. Groundwater flow may become heavier during construction, which takes place during the wet weather season. This may cause difficulties with the grading and excavation work. Certain remedial and/or de -watering measures may be required. Seismic Conditions The glacial soils encountered in the exploratory hand auger borings were generally medium dense. The overall soil profile generally corresponds to a site class soil profile of D as defined by Table 1615.1.1 of the 2003 International Building Code (IBC). A site class soil profile of D applies to a profile consisting primarily of medium dense to dense or stiff soils within the upper 100 feet. CONCLUSIONS AND RECOMMENDATIONS General Based on the findings of this investigation, it is our opinion that the proposed residential structure may be supported on a shallow foundation system bearing on the medium dense native soils, or on properly compacted structural fill, placed on the medium dense native soils. Local overexcavation and/or recompaction of loose soils may be necessary during footing excavation work. The depth and extent of the overexcavations will depend on the exact location of the proposed residential structure. Any footing overexcavations may be backfilled up to the original bottom of footing elevation with suitable material. The structural fill should be placed in maximum 8 inch thick (loose) horizontal lifts and the material should be compacted to at least 95 percent of the maximum dry density as determined by ASTM Test Method D 1557. In place density tests should be performed to verify proper moisture content and adequate compaction. Imported, granular (sand and gravel) fill may be required if moisture conditions do not permit proper placement and compaction of the existing on site soils. The same general procedure should be used in floor slab and pavement areas. Site Preparation Site clearing should be limited to the areas necessary for construction of the single family residence and the associated driveway. Native vegetation should be left in place to the maximum extent possible along slope surfaces. Clearing should include removal of vegetation; trees and associated root systems; wood; existing utilities; structures including foundations, basement walls and floors; rubble; and rubbish. Site stripping should extend to a minimum depth of 4 to 8 inches (preliminary; based on our hand auger boring locations), or until all organics in excess of 3 percent by volume are removed. These materials will not be suitable for use as structural fill. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas. Krazan & Associates, Inc. Ten Offices Serving The Westem United States E KA No. 092-06078 May 12, 2006 Page No. 4 of 12 After stripping operations and removal of any undocumented fill or unsuitable soils that may influence the building footprint, the building pad areas should be visually inspected to identify any loose areas. Any remaining loose soils should be overexcavated to the level of the medium dense native soils. The resulting excavations should be filled with approved on site material, or imported structural fill. Structural fill material should be within ± 2 percent of the optimum moisture content, and the soils should be compacted to a minimum of 95 percent of the maximum dry density based on ASTM Test Method D1557. During wet weather conditions, typically October through May, subgrade stability problems and grading difficulties may develop due to excess moisture, disturbance of sensitive soils and/or the presence of perched groundwater. Construction during the extended wet weather periods could create the need to overexcavate exposed soils if they become disturbed and cannot be recompacted due to elevated moisture contents. The on site native soils have variable silt contents and are considered moisture sensitive. If overexcavation is necessary, it should be confirmed through continuous monitoring and testing by a qualified geotechnical engineer or senior geologist. Soils that have become unstable may require drying and recompaction. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry, warm weather (typically during the summer months). If the soils cannot be dried back to a workable moisture condition, remedial measures may be required. General project site winterization should consist of the placement of aggregate base and the protection of exposed soils during the construction phase. It should be understood that even if Best Management Practices (BMP's) for wintertime soil protection are implemented and followed there is a significant chance that moisture disturbed soil mitigation work will still be required. Any buried structures encountered during construction should be properly removed and backfilled. Excavations, depressions, or soft and pliant areas extending below the planned finish subgrade levels should be cleaned to firm undisturbed soil, and backfilled with structural fill. In general, any septic tanks, underground storage tanks, debris pits, cesspools, or similar structures should be completely removed. Concrete footings should be removed to an equivalent depth of at least 3 feet below proposed footing elevations or as recommended by the geotechnical engineer. The resulting excavations should be backfilled with structural fill. A representative of our firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and observation is an integral part of our service, as acceptance of earthwork construction is dependent upon compaction and stability of the material. The geotechnical engineer may reject any material that does not meet compaction and stability requirements. Further recommendations, contained in this report, are predicated upon the assumption that earthwork construction will conform to the recommendations set forth in this section and in the Structural Fill Section. Erosion Concern/Hazard Erosion and sediment control (ESC) is used to minimize the transportation of sediment to wetlands, streams, lakes, drainage systems, and adjacent properties. Erosion and sediment control measures should be taken and these measures should be in general accordance with local regulations. As a minimum, the following basic recommendations should be incorporated into the design of the erosion and sediment control features of the site: Krazan & Associates, Inc. Ten Offices Serving The Western United States KA No. 092-06078 May 12, 2006 Page No. 5 of 12 1) Phase the soil, foundation, utility, and other work, requiring excavation or the disturbance of the site soils, to take place during the dry season (generally May through September). However, provided precautions are taken using Best Management Practices (BMP's), limited grading activities can be undertaken during the wet season (generally October through April). It should be noted that this typically increases the overall cost of the project. 2) All site work should be completed and stabilized as quickly as possible. 3) Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration systems. 4) Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. 5) Vegetation should be re-established in landscaped and slope areas prior to the onset of wet weather (typically October through April). The owner should understand that the landscaped and slope areas may require periodic maintenance. The owner should visually inspect the landscaped areas and slopes where vegetation has been re-established after adverse rain events and at least once a week during prolonged rain events until vegetation has taken root. Once the vegetation has taken root, the owner should visually inspect the landscaped slopes at least bi-annually for any variations or undesirable conditions. If any variations or undesirable conditions are observed a geotechnical engineer should be notified so that supplemental recommendations can be made. Temporary Excavations The on site soils have variable cohesion strengths, therefore the safe angles to which these materials may be cut for temporary excavations is limited, as the soils may be prone to caving and slope failures in temporary excavations deeper than 4 feet. Temporary excavations in the loose undocumented fill should be sloped no steeper than 1 %2I:1 V (horizontal to vertical) where room permits. Temporary excavations in the medium dense glacial soils should be sloped no steeper than 1H:1V (horizontal to vertical) where room permits. If the soil in the excavation is subject to vibration from heavy traffic, the temporary excavation should be sloped no steeper than lY2H:1V (horizontal to vertical). All temporary cuts should be in accordance with Washington Administrative Code (WAC) Part N, Excavation, Trenching, and Shoring. The temporary slope cuts should be visually inspected daily by a qualified person during construction work activities and the results of the inspections should be included in daily reports. The contractor is responsible for maintaining the stability of the temporary cut slopes and minimizing slope erosion during construction. The temporary cut slopes should be covered with visqueen to help minimize erosion during wet weather and the slopes should be closely monitored until the permanent retaining systems are complete. Materials should not be stored and equipment operated within 10 feet of the top of any temporary cut slope. A Krazan & Associates geologist or geotechnical engineer should observe, at least periodically, the temporary cut slopes during the excavation work. The reasoning for this is that all soil conditions may not be fully delineated during the previous geotechnical exploratory work. In the case of temporary slope cuts, the existing soil Krazan & Associates, Inc. Ten Offices Serving The Western United States 9 • KA No. 092-06078 May 12, 2006 Page No. 6 of 12 conditions may not be fully revealed until the excavation work exposes the soil. Typically, as excavation work progresses the maximum inclination of the temporary slope will need to be reevaluated by the geotechnical engineer so that supplemental recommendations can be made. Soil and groundwater conditions can be highly variable. Scheduling for soil work will need to be adjustable, to deal with unanticipated conditions, so that the project can proceed smoothly and required deadlines can be met. If any variations or undesirable conditions are encountered during construction Krazan & Associates should be notified so that supplemental recommendations can be made. Structural Fill Best Management Practices (BMP's) should be followed when considering the suitability of native material for use as structural fill. The silty native glacial soils have relatively high fines (silt and clay) contents and are considered moisture sensitive. The sandy native glacial soils have variable fines contents and may become moisture sensitive during times of heavy precipitation. The native glacial soils may also have elevated natural moisture contents, and may need to be dried back during dry, warm weather (typically during the summer months). The native glacial soils (sandy soils) are generally considered suitable for reuse as structural fill, provided the soil is relatively free of organic material and debris, and it is within ± 2 percent of the optimum moisture content. If the native glacial soils are stockpiled for later use as structural fill, the stockpiles should be covered to help protect the soil from wet weather conditions. We recommend that a representative of Krazan & Associates be on site during the excavation work to determine which soils are suitable for structural fill. It should not be taken for granted that the onsite soils may be used as the sole source for structural fill (especially during winter construction activities). During wet weather conditions the soils with higher silt and clay contents will be moisture sensitive, easily disturbed and most likely will not meet compaction requirements. Furthermore, during the winter the native soils typically have elevated natural moisture contents, which will limit the use of these materials as structural fill without proper mitigation measures. The contractor should use Best Management Practices to protect the soils during construction activities and be familiar with wet weather and wintertime soil work. An allowance for importing structural fill should be incorporated into the construction cost of the project (for wintertime construction this may be as high as 100 percent import). Imported structural fill material should consist of well -graded gravel or a sand and gravel mixture with a maximum grain size of 1%2 inches and less than 5 percent fines (material passing the U.S. Standard No. 200 Sieve). All structural fill material should be submitted for approval to the geotechnical engineer at least 48 hours prior to delivery to the site. Fill soils should be placed in horizontal lifts not exceeding 8 inches loose thickness, moisture -conditioned as necessary, (moisture content of soil shall not vary by more than ±2 percent of optimum moisture) and the material should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D 1557. In place density tests should be performed on all structural fill to verify proper moisture content and adequate compaction. Additional lifts should not be placed if the previous lift did not meet the compaction requirements or if soil conditions are not considered stable. Krazan & Associates, Inc. Ten Offices Serving The Western United States KA No. 092-06078 May 12, 2006 Page No. 7 of 12 Groundwater Influence on Structures/Construction Groundwater was not encountered in any of the exploratory hand auger borings at the date and time of our field exploration. If groundwater is encountered during the construction work, the groundwater is most likely perched. This perched groundwater develops where vertical infiltration of surface precipitation is impeded by a relatively impermeable soil layer, resulting in horizontal migration of the groundwater within overlying more permeable soils. If groundwater is encountered during construction, we should observe the conditions to determine if de - watering will be needed. Design of temporary dewatering systems to remove groundwater should be the responsibility of the contractor. If earthwork is performed during or soon after periods of precipitation, the subgrade soils may become saturated. These soils may "pump," and the materials may not respond to densification techniques. Typical remedial measures include: discing and aerating the soil during dry weather; mixing the soil with drier materials; removing and replacing the soil with an approved fill material. A qualified geotechnical engineering firm should be consulted prior to implementing remedial measures to observe the unstable subgrade conditions and provide appropriate recommendations. Drainage and Landscaping The ground surface should slope away from building pads and pavement areas, toward appropriate drop inlets or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a minimum of 2 percent for a minimum distance of 5 feet away from structures. Roof drains should be tightlined away from foundations and slope surfaces. Roof drains should not be connected to the footing drains, but may use the same outfall piping if connected well away from the structure such that roof water will not backup into the footing drains. Subgrade soils in pavement areas should be sloped a minimum of 1 percent and drainage gradients should be maintained to carry all surface water to, collection facilities, and/or dispersion trenches, away from slope surfaces. These grades should be maintained for the life of the project. The collection facilities and/or dispersion trenches should be tightlined away from slopes that exceed 30 percent and disposed of where down slope properties, structures and slopes are not jeopardized. Specific recommendations for and design of storm water disposal systems or septic disposal systems are beyond the scope of our services and should be prepared by other consultants that are familiar with design and discharge requirements. Infiltration systems should not be located on slopes that exceed 30 percent nor should systems be "stacked" or lined up with one another down the slope. Infiltration systems should not be located up slope of residences or retaining structures. Utility Trench Backfill Utility trenches should be excavated in accordance with Occupational Safety and Health Administration (OSHA) standards, by a contractor experienced in such work. The responsibility for the safety of open trenches should be borne by the contractor. Traffic and vibration adjacent to trench walls should be minimized; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. Krazan & Associates, Inc. Ten Offices Serving The Western United States • KA No. 092-06078 May 12, 2006 Page No. 8 of 12 Generally, sandy soil conditions were encountered at shallow depths at this site. These soils have low cohesion strengths and can cave in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these soils. All utility trench backfill should consist of imported structural fill 'or suitable on -site material. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. The upper 5 feet of utility trench backfill placed in pavement areas should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Below 5 feet, utility trench backfill in pavement areas should be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. Pipe bedding should be in accordance with the pipe manufacturer's recommendations. The contractor is responsible for removing all water -sensitive soils from the trenches regardless of the backfill location and compaction requirements. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction. Floor Slabs and Exterior Flatwork If slab on grade structures are proposed and reducing floor dampness is desired, such as in areas covered with moisture sensitive floor coverings, we recommend that concrete slab -on -grade floors be underlain by a water vapor retarder system. The water vapor retarder system should be installed in accordance with ASTM Specification E164-94 and Standard Specifications E1745-97. According to ASTM Guidelines, the water vapor retarder should consist of a vapor retarder sheeting underlain by a minimum of 4-inches of compacted clean (less than 5 percent passing the U.S. Standard No. 200 Sieve), open -graded coarse rock of 3/a-inch maximum size. The vapor retarder sheeting should be protected from puncture damage. The exterior floors should be placed separately in order to act independently of the walls and foundation system. All fills required to bring the building pad to grade should be structural fill. Moisture within the structure may be derived from water vapors, which were transformed from the moisture within the soils. This moisture vapor can travel through the vapor membrane and penetrate the slab -on -grade. This moisture vapor penetration can affect floor coverings and produce mold and mildew in the structure. To minimize moisture vapor intrusion, it is recommended that a vapor retarder be installed in accordance with ASTM guidelines. It is recommended that the utility trenches within the structure be compacted, as specified in our report, to minimize the transmission of moisture through the utility trench backfill. Special attention to the immediate drainage and irrigation around the building is recommended. Positive drainage should be established away from the structure and should be maintained throughout the life of the structure. Ponding of water should not be allowed adjacent to the structure. Over -irrigation within landscaped areas adjacent to the structure should not be performed. In addition, ventilation of the structure (i.e. ventilation fans) is recommended to reduce the accumulation of interior moisture. Krazan & Associates, Inc. Ten Offices Serving The Western United States KA No. 092-06078 May 12, 2006 Page No. 9 of 12 )Foundations The proposed single family residence may be supported on a shallow foundation system bearing on the medium dense native soils, or on properly compacted structural fill, placed on the medium dense native soils. Continuous wall or column footings may be designed for a net allowable bearing pressure of 2,000 pounds per square foot (psf) dead plus live load, if the footings bear directly on the medium dense native soils or on structural fill, placed on the medium dense native soils. Local overexcavation or recompaction of loose soils may be necessary. The depth and extent of this work will depend on the exact location of the proposed structure and can be determined during construction. A 1/3 increase in the above value may be used for short duration, wind and seismic loads. Structural fill placed on bearing, native subgrade should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Footing excavations should be inspected to verify that the foundations will bear on suitable material. Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Footings should have a minimum width of 12 inches regardless of load. If constructed as recommended, the total settlement is not expected to exceed 1 inch. Differential settlement, along a 20-foot exterior wall footing, or between adjoining column footings, should be less than %z inch, producing an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post -construction settlement may occur if the foundation soils are flooded or saturated or if a strong seismic event results in liquefaction of the underlying soils. It should be noted that the risk of liquefaction is considered low, given the composition and density of the native, on site soils. Seasonal rainfall, water run-off, and the normal practice of watering trees and landscaping areas around the proposed structure, should not be permitted to flood and/or saturate footings. To prevent the buildup of water within the footing areas, continuous footing drains (with cleanouts) should be provided at the bases of the footings. The footing drains should consist of a minimum 4-inch diameter perforated pipe, sloped to drain, with perforations placed down and enveloped by 1-inch sized washed rock in all directions and filter fabric to prevent the migration of fines. Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.30 acting between the bases of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 250 pounds per cubic foot (pcf) acting against the appropriate vertical footing faces. The allowable friction factor and allowable equivalent fluid passive pressure values include a factor of safety of 1.5. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above values may be used for short duration, wind and seismic loads. Krazan & Associates, Inc. Ten Offices Serving The Western United States 0 • KA No. 092-06078 May 12, 2006 Page No. 10 of 12 Lateral Earth Pressures for Basement/Retaining Walls We have developed criteria for the design of retaining or below grade walls, in case this information is required. Our design parameters are based on retention of the in place soils. The parameters are also based on a level backfill condition behind and in front of the wall. Walls may be designed as "restrained" retaining walls based on "at -rest" earth pressures, plus any surcharge on top of the walls as described below, if the walls are attached to the buildings and/or movement is not acceptable. Unrestrained walls may be designed based on "active" earth pressure, if the walls are not part of the buildings and some movement of the retaining walls is acceptable. Acceptable lateral movement equal to at least 0.2 percent of the wall height would warrant the use of "active" earth pressure values for design. The following table, titled Wall Design Criteria, presents the recommended soil related design parameters for retaining walls with level backfill. Contact Krazan & Associates, Inc. if an alternate retaining wall system is used. Wall Design Criteria "At -rest" Conditions 55 psf /foot of depth "Active" Conditions 35 psf/foot of depth Passive Earth Pressure on Low Side of Wall (Allowable; F.S. = 1.5 included) Neglect upper 2 feet; then 250 psf/linear foot of depth. Soil -Footing Coefficient of Sliding Friction (Allowable; F.S. = 1.5 included) 0.30 The stated .lateral earth pressures do not include the effects of hydrostatic pressure (from water accumulation), seismic loads or loads imposed by construction equipment, roadways or foundations (surcharge loads). To minimize the lateral earth pressure and prevent the buildup of water pressure against the walls, continuous footing drains (with cleanouts) should be provided at the bases of the walls. The footing drains should consist of a minimum 4-inch diameter perforated pipe, sloped to drain, with perforations placed down and enveloped by 6 inches of pea gravel in all directions and filter fabric to prevent the migration of fines. The backfill adjacent to and extending a lateral distance, behind the walls, of at least 2 feet should consist of free -draining granular material. All free draining backfill should contain less than 3 percent fines (passing the U.S. Standard No. 200 Sieve) based upon the fraction passing the U.S. Standard No. 4 Sieve with at least 30 percent of the material being retained on the U.S. Standard No. 4 Sieve. It should be realized that the primary purpose of the free - draining material is the reduction of hydrostatic pressure. Some potential for the moisture to contact the back face of the wall may exist, even with treatment, which may require that more extensive waterproofing be specified for walls, which require interior moisture sensitive finishes. We recommend that the backfill be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. In place density tests should be performed to verify adequate compaction. Soil compactors Krazan & Associates, Inc. Ten Offices Serving The Western United States • • KA No. 092-06078 May 12, 2006 Page No. 11 of 12 place transient surcharges on the backfill. Consequently, only light hand operated equipment is recommended within 3 feet of walls so that excessive stress is not imposed on the walls. Testing and Inspection A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork. This activity is an integral part of our services as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is incorporated into the project design and construction. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor. Furthermore, Krazan & Associates is not responsible for the contractor's procedures, methods, scheduling or management of the work site. LIMITATIONS Geotechnical engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of geotechnical engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the soils report may require the soils report to be professionally reviewed. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this report without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that two years be considered a reasonable time for the usefulness of this report. Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. If any variations or undesirable conditions are encountered during construction, the geotechnical engineer should be notified so that supplemental recommendations can be made. The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The geotechnical engineer should be notified of any changes so that the recommendations can be reviewed and reevaluated. This report is a limited geotechnical engineering investigation with the purpose of evaluating the soil conditions in terms of foundation design. The scope of our services did not include any environmental site assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the presence of wetlands. Any statements, or absence of statements, in this report or on any hand auger boring log, regarding odors, unusual or suspicious items, or conditions observed are strictly for descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessments. Krazan & Associates, Inc. Ten Offices Serving The Western United States KA No. 092-06078 May 12, 2006 Page No., 12 of 12 The geotechnical information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future geotechnical developments. We emphasize that this report is valid for this project as outlined above, and should not be used for any other site. We hope that this report provides the information required at this time. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (425) 485-5519. Respectfully submitted, KRAZAN SS CIATES, INC. Phil Haberman, L.G. Senior Engineering Geologist PH/slc Attachments: Figures( can L. Caraway, P. . Geotechnical Division Manager Krazan & Associates, Inc. Ten Offices Serving The Western United States pyright 1999 Maptech KRAZAN & ASSOCIAT'ES 19501 1441h Avenue Northeast #F-300 Woodinville, WA 98072 425-485-5519 FIGURE I —VICINITY MAP Location: Edmonds, Washington Job No.:092-06078 Client: Proposed SFR Date: 5-8-06 Project: Jones SFR Log Of Hand Boring HA-9 Project No: 092-06078 Client: John Jones Surface Elevation: Figure No: 2 Location: Edmonds, WA Datum: Logged By: BC Depth to Water N/A Initial: At Completion: SUBSURFACE PROFILE SAMPLE Dynamic Cone Water z � ^ Penetrometer Content (o ) o Description (Blows/1.75") n E E n CL f0 3 m 20 40 60 80 WP 1-0-1 WI 20 40 60 80 o v in in Z 0 Ground Surface G_R_A_S_S/L_A_N_DSCAPING SILTY SAND WITH GRAVEL (SM) j i I ; Medium dense to dense, fine to coarse grained, dark brown, moist -Abundant organics (rootlets) in soil ! i ; -Increased sand below 1.25' S1 Grab I i ! I I ! S2 Grab ! i I I I I I � I I j I i ; s I j End of Borehole j i I i I j I I j I I i i I I I I I ! ! I ' I I j I i i I j Drill Method: Hand Auger Krazan and Associates Drill Date: 5/8/06 19501 144th Ave. NE #F-300 Driller: BBC Woodinville, Washington Sample Method: Grab 98072 Sheet: 1 of 1 Project: Jones SFR Log of Hand Boring HA-2 Project No: 092-06078 Client: John ,tones Surface Elevation: Figure No: 3 Location: Edmonds, WA Datum: Logged By: BBC Depth to Water N/A Initial: At Completion: SUBSURFACE PROFILE SAMPLE Dynamic Cone Water Content Description ZtoPenetrometer N a 0 a� C m m a f0 3 (Blows/1.75") Wp 1---0-1 WI o >. m cn ,a, i- m U ? 0 z m 20 40 60 80 20 40 60 80 0 Ground Surface GRASS/LANDSCAPING i SILTY SAND WITH GRAVEL (SM) Loose to medium dense, fine to coarse grained, dark brown, moist S1 Grab -Abundant organics (rootlets) in soil -Soil is slightly cohesive below 1' i i I S2 Grab i i S3 Grab SILTY SAND WITH GRAVEL (SM) S4 Grab Loose to medium dense, fine to coarse grained, gray/dark brown, very moist, with trace clay --- - . -- - -- -- -Or anics rootlets resent in material End of Borehole Drill Method: Hand Auger Krazan and Associates Drill Date: 5/8/06 19501 144th Ave. NE #F-300 Driller: BBC Woodinville, Washington Sample Method: Grab 98072 Sheet: 1 of 1 Project: Jones SFR Log of Hand Boring HA-3 Project No: 092-06078 Client: John Jones Surface Elevation: Figure No: 4 Location: Edmonds, WA Datum: Logged By: BBC Depth to Water N/A Initial: At Completion: SUBSURFACE PROFILE SAMPLE Dynamic Cone Water Content z H LO Penetrometer (o ) o Description 2m (Blows/1.75") a E E a cc 3 Wp 1-0--1 WI o 20 40 60 80 20 40 60 80 cn v� in z m 0 Ground Surface -%% GRASS/LANDSCAPING GRAVELLY SAND WITH TRACE SILT (SP) e L< (FILL) Loose to medium dense, fine to coarse grained, ,..: olive brown, moist -Abundant organics (rootlets) in soil •• x • -Dark brown color below 1' S1 Grab i • .raj ' ••.\ GRAVELLY SILTY SAND (SM) S2 Grab — Loose to medium dense, fine to coarse grained, dark brown, moist -Organics (rootlets) present in material End of Borehole 5 - -- -- - - - - ------- -- Drill Method: Hand Auger Krazan and Associates Drill Date: 5/8/06 19501 144th Ave. NE #F-300 Driller: BBC Woodinville, Washington Sample Method: Grab 98072 Sheet: 1 of 1 G BUILDING PEIGNT GRADING LOT COVERAGE Building Corner Existing Existing Grade Elevation Existing Gradepoint: SW a5.3 FT Existing Gradepoint: 5E 97.0 FT Existing Gradepoint: NW ,$A: FT Existing Gradepoint: NE 92.0 FT Total 3io1.3 FT Average Buidling Height 90.3 FT Maximum Building Height From avg grd 25.0 FT Maximum Allowable Height S FT FA&nosed Building Height 115.0 FT STREET FILE VOLUME UNITS CUT 91 CY FILL (o9 GY TOTAL 1(00 ICY SITE COMPONENT AREA JUNIT5 BUILDING (EAvE TO EAVE) INCLUDING GARAGE 2,505 SF DRIVEWAY 620 SF SIDEWALK 212 SF KEYSTONE WALL5 183 SF TOTAL 3,520 5F 49 90 WEIGWT ALC. —\ -b• BOUND BOX TYPICAL SILT F — FENCE 5E ® I� 84'-0' • B3 6 4 , TAW. • B4'-0' AW. • 82'•6' • �w /1EG +• 82'•0' 1`? DOH. • B'-m• j; BOW. • 82'-0' AEG. • BI'-9' D� YI.. 84'-0' BOW. •.81'•9' /AEG. • BI'•6' TDB YU.. 84'•0' BOW. • 81'•6' /AEG • BI'-3' TDB Y1.. 84'•0' BOW. • V-3' EG. , 79'•3• rb_ 9_ �\< JAF ADE OF 2,L PICAL TIONS M OF 3'• WIGW ONE W L LL IONS. 5 GRADE AXIMUM TO IEVE D GRADE L L -6 TYPI AL THIS PERCENTAGE AREA I UNITS SITE AREA 100% 6,578 SF MAX BUILDING COVERAGE 35% 2,302 SF NOU5E FOOTPRINT 34% 2,227 SF PERVIOUS DECK5 I% 70 SF TOTAL COVERAGE 35% 2,297 5F MAXIMUM OF 3'-C' WIGW KEYSTONE WALL ALL LOCATIONS. SLOPE GRADE AT 2:1 MAX" TO AC 41EYE A FINISWED SIDEWALK t GRADE LEVEL OF 99'•6, TYPICAL TW19 WALL CURBK+UTIE 4I'-6h- / \9 TOW. • 99'-6' O / 80T 14 — � v.e1a'— � � rR a i6.' • iw'-m• WM / Oq• F DECRS 0 rpl / \ P IST FLOOW E� L �' 0— \ NY. EL . DEOC,� \ E �, O T.OD. • 69'-9' II ILs... D� •�" V ION. • 86.-C. 1�y�9R BDH. • 79'-3' BAN.. B2'•5' BOW.. 83'-6' G.. B0'•0' G. • B2'-10' G • JUL 1 TDW. • 83'•0' TAW, . 85'-10' TDH. • 87'-0• 00 J V L 2 1 200 EG.W BI' BAN 03' 82'-1® i1EGy. 8d d ®' TOW. • 84'•0- TOW. • 86'-0' TOW. + 87'-d' BOW. • 81'•0' BOW. • 83'-0' BOW.. 84'•4- BUILDII/NG DEPARTMENT EG. • 82'-0' G.. 83'-4- /1EG • B4'•e' CITY T OF EDNDS TOW. • B5'•0' TOW.. 86'-4' TDB y, . g7'.8' BOW. • 82'-0' BOW. • 83'-4' BOW. • 84'-8' - • • architects ps 4 624 Edmonds Way Edmonds, WA 98020-4641 425.778.5400 FAX 778.3032 5 WILL NOT XTEND MTO SETBACK MORE TWAN 30% TYPICA ALL LOCATIONS DATUM w0 55 MW BENC. EAST RIM . 600'.0• (ASSUMED) NOTE. TIGHTLINE ALL DOWNSPOUTS TO UPPER CATCH BA5M W/ INVERT ELEVATION OF B7D' op 14 f1 TDH. • 96'•0' � BV DY1.. 93'-m' -NEW CIS RIMNV. EL • B0 - ' RIM + I Q PI '-B=PIPE, 2IIT Imo_ S 24' -COVER MINIMUM-1 CC w N CB S. ' SID ALDER. f9? b' MV. L . .' '.'* \ . iuN. eo BAH.•• 9.-0' iuN. • BDW. Z-.4' ' • B6'-. • 8TQ' v G. • 6 TO .. 88'•6' G.. 06'•b' TDH.. 89'-6' G.F11, B7'•0' TAH. • 89'•6' BDW. • 87'•0' 1 O � {' BAH.. 85'-b' EG. • B6'-0' BOW.. 86'-b' G . 861•8' G. , 86'.10' TAW.. b9'•6' \ Q ` y r TOH. + 69'•0' BOW. • 86'-0' TDH. + 89'•6' BOH. • 86.-B• 20'-O' SETBACK BAH. + 86'•10' G. • 86'-2' TOW. • 89'-2' BDW. + 86'.2' TOW. • 89'•6' BOW.. 86'•9' 35'•4' 24'-6' V ALDER STREET i NA6::�� _VVJ f _ STANDARD DETENTION SYSTEM- WORKSHEET (5000 SF 0R LESS OWNER: ADDRESS: �"� �'� �L- © �- `�T PHONE: � Z � Z � �Z�.a' .33�3 . �'�t'?�a v� DATE: 5c� 2>r0Z.�` ;;RV IOUS SUFACE AREA PIPE DIA PIPE LENGTH ORIFICE FOOTING DRAINS SHALL NOT BE CONNECTED TO DETENTION SYSTEM OCKING LID (TYP.) RIM ELEV. 1 IM ELEV.+ DETENTION PIPE LENGTH ! 6 Min. -"clearance FINISHED GRADE Measured from top of RIM ELEV '.• Conc."box.or'riser. RE _jVF_D 1' WIN IMUM TIGHTLINE� `J UPPER CATCH BASIN 0.5% TO 1.0% SLOPE \\-4NV: ELEV. CONTROL CB 2'X2'X12" DEEP (4"-T QUARRY SPALLS OR; EQUAL) RIPRAP OUTLET 9 DEVELOPMENT, SERVICES CTR, CITY OF.11)I"9ONDS TO CITY CONVEYANCE -- it�l ELEV: 8 . CONTROL fN7 RIFICE INV;:ELEV: . ==MIN 8 COVER • OF 10' LONG AND 20LC PERPENDICULAR TO.CONTROL CB. CONTROL CB SHALL BE PERPENDICULAR 1.5' TO SPREADER TRENCH TRENCH SHALL BE LINED PER F .PIPE SHALL BE WITH MIRAFI & ON TOP p�a -,Opy LEVEL & CAPPED AT ENDS 7/8" WASHED DRAIN ROCK SPREADER TRENCH NOTES 1. CALL ENGINEERINGDIVIS.ION (771-0220,EXT. 1326) 24 HQURS.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. CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS,WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 *PERMIT MUST BE POSTED ON JOBSITE* STATUS: ISSUED ENG20060343 SIDE SEWER PERMIT (I -Single Family) Perm tun er: ENG20060343 Expiration Date: 10/24/2008 Job Address: 717 ALDER ST, EDMONDS JONES JOHN F & JOANNE 585 BETHANY DR SCOTTS VALLEY. CA 95066 LICENSE M: EXP: N N JOB DESCRIPTION REPAIR N PROPOSE TO REUSE LATERAL LIDNUMBER: GRINDER PUMP Y I PROPOSE TO REUSE SIDE SEWER Install side sewer N N EASENIENTINFORNIATION I PROJECT CROSSES OTHER PRIVATE PROPERTY VERIFICATION OF RECORDED EASEMENTS COMPLETE INDEMNITY The Applicant has signed an application which states he/she holds the City of Edmonds harmless from injuries, damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any ofits departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and attorney fees by reason ofgranting this permit. CALL DIAI -A-DIG (1-800-424-5555) BEFORE ANY IXCAVATION CALL FOR INSPECTION (425) 771-0220 EXT. 1326 24 HOUR NOTICE REQUIRED FOR ALL INSPECTION REQUESTS THIS APPLICATION IS NOT PERMITUNTIL SIGNED BY THE CITY ENGINEER OR HIS/HER DEPUTY: AND FEES ARE PAID, AND RECEIPT IS ACKNOWLEDGED IN SPACE PROVIDED. Thursday, October 25, 2007 DATE FILE COPY I IL1LSkbif'1 PY ❑ APPLICANTCOPY S796;t7-` -P:7L'9�7 00 STATUS: ISSUED • Refer to City of Edmonds Side Sewer Information handout for requirements. • A 6" cleanout with 12" locking cast iron lamphole cover is required at the property line. • Maintain 10' separation between the sanitary side sewer and the water service line. • Call for required inspections prior to backfill. • E-Sanitary Side Sewer Inspection • E-Engineering Final PARTIAL INSPECTION DATE: INITIAL: NOTES: PARTIAL INSPECTION DATE: INITIAL: NOTES: FINAL INSPECTION APPROVED DATE: INITIAL: ENG2OO6O343 e FI Q L z_ z_ Q LL LL L z LL LL I L— I " SIDEWALK ALDER ` �� of EDo� CITY OF EDMONDS WATERLINE AS —BUILT ADDRESS: , PERMIT - 717 ALDER ST N0 BLD20060660 CONTRACTOR: H❑ME❑WNERi SCALE: XXXXXXXXXXX JONES NTS DATE INSPECTED: 11/02/07 INSPECTED BYi J.MCCONNELL DATE DRAWN: 11/06/07 DRAWN BY; J.COLLINS fit. 1890 - �o buo "UPROVED AS NOTED hQS Zone �S -G CornerAFlag Al0 BY ENGIRT ERING Setbacks Required Actual Front (S ',30' o . ate: % E SidesCW/ 5/ IL Rear (N)RESUB 15 t S APPROVED BY pLA NNING Nam-- Other AUG 31 2006 � Height MAXIMA/M OF 3'•0' HIGH KEYSTONE WALL ALL LOCATIONS. CG DAivM: I BUILDING DEPARTMENT SLOPE GRADE AT 2:I MAXIMUM to ACHIEVE A FINISH Eo mr2 1 qe I ss MH BENcH ND$ GRADE LEYEL Of 99'-b', TYPICAL THIS wAL: 51DEHALK EAST RIM. , 10¢ C. CITY OF EDMO Alt e,,veS wary CIR,92GUTTE QUO tATO Q -- --- - ` J eke - p'�' 0'•0' SEiBAsG® c_ �H%EIGH8i� ALC. (`ol\ �TO MGfpyr—r•7 6' " RLINCEcAr A1CcLfL B�AOSWINn SwPGVINTv5 670lie EvfETERt0T j I 091.1 (b! P 36- 18'-0' W °� T_ TYPICAL 51L7 nF PI. ui —aK fElrCE 6E� ` - — � �7L•--- W .` Pf. I I lt1G J gwc�Frr66 WILL NVeow 3s • �' T. H. • 04'•0" I OOF DEG4 /\ // m-AXtEND INTO 6E?BACr, B.OH, • 83'•b' �y Q Ayer / / myj / �� MORE THAN 3C 7YP:CA 10H g7_o_I .ALL LOCAiI �' T lour �/S' ' /r • \V ) 8, - '�.`I _ = ° �' OH. 03'•6' IST FLO�. \�. 10r 96.•",. \ INv. EL - j..'. 0N.' 03'm SLOPE GRADE \\jlJ El9m'•0' l�� c- ` I 0 I MAXIM M OF 2:1 PICA I- i.OH Ba' • 0' OH. I. 82'•b" I ALL LOCATIONS I '\•� i.OD. • S?-9'--- � _ '� ^I� t., BGr+ 93':0' �j) G. ei.,0. \ \\ 1E 09'•I° \\.\ • \ ,6,4. T.OH 96'•:' rr11// BAH . 82'.0. ai x MUM O< 3'1 ^ HI :p\ \ i \\\ / - \\ N .\� . 9 L-' I d U KE LLJ TONE W L4L, \ \ a.` 01'•9' L. IONS. SLORADE \ d \ TAD, B9'-9' // \` 5 ~NEW CB Crl / -Ai 21 AY:MVM TO A IEvE I ` \ t�RlwAt` I BAH. • 81'•9' A PI D G E LE L \ , \ E. B9'•3' / DETA: °r ..v,.�IM ) Inv. EL • 86'•b" v tD T. OF 8 '•b 'YPI AL TH15 I \ / en9 RIM EL 90 •m' E 6 qq \ / D COVER nlnlnuM � BOA • ew-61 Pi I WALL \ � \ — I TDH 0a'•0" - ---- - _ - - _ _ - _ - - - - _ _ - - - - - - NEW GB ON 5. 0 ,, 51DE OF ALDER 5T EG. 79'•3" 79'•3" EG. 02'•B' G. 87'•2' I INv. EI. 06'•3' 3'B' YEY POINT iOwI• 89'•n' OH. i.OH, • B6'•0' T.OH . 08'• i3OH. • 09'•a` B.Or. 01'•e' I RIM EL 9m'-0 I B.OH B2'•S^ B4OH, • 03'•0' BAH. • 0' B.OH. • Bb'•a' 3 G.. 87'.0' • B0'•0" EG. • 2'•10' E . • b4'•0' b" EG. • B6'•6' \\ ?,OH.. 89'•E iDH, • 03'•0' i.OH. • B0'•10' T.ON. 07'•0" i.0yf. 4 8.0'•6' �N T,OH, 09'•b" B.OH. • 87 •9' 60'•m' B.O.W. • 62'•10' BAH. ba'•0" B.OH. SS, 6' BOH. BE'•b' G 06_Im_ EG. •.81'•0' E . • 03'• EG. • Ba'•4' EG • 06'• " Q 66'• tOH 89'•b ?,OH. 0+P•m' T,OH B6'•0' T.OH. • 07'•4" T.OH. • 89'•0' TDH. 89'•b' BOr. • 86 •I. Q E.OH. 01'•0" B.OH. • 83'•0' 8.0H. 84'•4' B.OH. B6'•0' BOA. 66'•0' 20'•0' SETBACK I \ E 81'•0' E 03'•a' . B. 0b'•2' E r 06'•9' —1 / T.OH. B3'•0" T.OH. 06'•4' TOH. • 87'07'-B" TAH, • B9'•2" T.OH, • 09'•6' 1 B.OH. 82'•0' B.OH. • 63'•4' Q B.OH. • 0A'•0• Q B.OH. • 06'•2" Q BOH. B6'•9' 35 • h' 2a -- BUILDING I-IEIGI-IT Building Corner Existing Existing Grade Elevation Existing Gradepoint: SW a53 FT Existing Grade point SE 97.0 FT Existing Grade point NW FT Existing Gradepoint: NE 92.m FT Tota I T Average Buidling Height FT Maximum Building Height from avg grd 25.0 FT Maximum Allowable Height y .S FT Proposed Building I.4eight v 115.0 1 FT J GRADING CUT CY FILL.: EJE4UMUNITS CY TOTAL I60CY SITE COMPONENT AREA UNITS BUILDING LEAVE TO SAVE) INCLUDING GARAGE 2,505 5F DRIVEWAY 620 SF SIDEWALK 212 5F KEYSTONE WALL—Sl 63 ISF TOTAL 3,520 ISF r LOT COVERAGE PERCENTAGE AREA UNITS SITE AREA 1005' 6,578 SF MAX BUILDING COVERAGE 35% 2,302 SF HOUSE FOOTPRINT 34% 2,227 SF PERVIOUS DECKS I o 70 SF TOTAL COVERAGE 35'0 2,297 SF '— .0 i P, "Nothing in this permit approval process shall be tnterp. eted as allowing or permitting the maintenance of any curreutiv E�asting illegal, nonconforming or unppermitted building, structure or site condition which is outs�de the scope of the permit application, regardless of whether such wilding, structure or condition is shown on the site plan or drawing. Such building, structure or :ondition may be the subject of a separate nforcement action." 1 KjazM & ASS'OC'IATE8`, TNC. GEOTECHNICAL ENGINEERI-NG a ENVI:.RONMENTA.L ENGINEERING CONSTRUCTION TESTING & 1NSPECTIO-N. March 10, 2009 Mr. Clint Worthington 717 Alder'Street Edmonds, Washington 98020 RE: Limited Landscaping Wall Recommendations Existing Single:Family Residence 717 Alder Sfreet Edmonds, Washington IKA Project'No. 092-09020 REF: Krazan &Associates report, ,Limited Geoteclutical Engineering Investieation Proposed Sin lie Family Residence,: dated May 12; 2006: Dear Mr. Worthington, We are providing, thus letter to discuss. landscaping wall construction and potential .drainage issues at the referenced site. Krazan & Associates previously provided a geoteclmical. report for the proposed residence. as well as limited inspections during the construction of the residence. A Krazan;&.Associates senior project geologist visited the site on March 9, 2009 to observe the current surface conditions and to discuss options for landscaping wall construction and: drainage: considerations. Background We have previously .observed locally moderate to heavy seepage near the northwest comer of' the property. This is likely due to a combination of yard/wall drains extending to this area, shallow runoff 'in the area, as well as other potential drainage. sources (old pipes, drainage from adjacent properties). A short slope extends east. to west near the: northern property line with slope magnitudes of approximately 100-percent. We understand that you would like to.modify this Slope .area to reduce the erosion potential as well as to incorporate the area into your landscaping. plan. In addition, we discussed potential options for drainage improvement in the area; including infiltration, dispersion, and cutoff. trenches. Geology/Soil Conditions The United States 'Geological.:Survey (USGS),. Geologic Map of the Edmonds, East. Quadrangle, Washington, indicates that the'property is underlain byVashon Advance Outwas.h. The Vashon Advance Outwash is typically comprised of stratified sands and gravels, locally with silt and clay interbeds, deposited by the meltwater of the -.ad vancing Vashon.Glacier. Our explorations for our previous report encountered. materials, consistent with Vashon Advance Outwash. RECEIVED STREET FILE APR 17 2009 DEVELOPMENT SERVICES CTR. Eleven Ofrices'.Serving'The. Western United States 11715 N. Creek Parkway S.,.#C-106 ® Bothell, Washington 980I 1 9 (425) 485-5519 o Fax: (425) 485-6837 KA No. 092-09020 March 10, 2009 Page 2 of 4 Landscaping Wails Landscaping walls, constructed with modular blocks, may be used to help reduce the amount of slope areas exposed to erosion. The following recommendations are for walls 4 feet in height or less, with level backslope conditions. A system of tiered walls, each up to 4 feet in height is acceptable if the.upper wall is located at least 4 feet behind the lower wall. The same recommendations for drainage and embedment apply to the .upper wall. Walls greater than 4 feet in, height or with sloping backfill require geogrid reinforcement.and specialized. design. Modular block landscaping. walls should be: constructed with the.following considerations:. • Embedment of at least l foot -into :medium dense or:firmer, natiye-soils • Structural fill backfill placed and compacted onto level bench areas to at least-95 percent of the modified proctor (ASTM D-1557);:in:8 inch thick loose lif &(maximum). • Drainage systems including. clean, open ,graded crushed rock .placed in the block cells and extending at least 12 inches behind the back of the.wall, extending to finish grade • A 4 inch diameter perforated pipe placed at the base of the drainage area behind the wall, sloped to drain from behind the wall (toward the NW property comer or'a storin system). The area below the wall should be a level area. If sloping conditions exist, we should re-evaluate the wall system and tprovide additional recommendations, if necessary: A leveling pad of clean angular rock should be constructed below the base blocks to provide.:a more level, Area. .for wall construction. We recommend that the areas where walls are proposed be benclied and terraced as necessary to provide level areas on which to place structural fill. We recommend that. cuts rnade;at. the base of steep slope areas, for the construction of landscaping walls, be. limited to 2 feet in height. A generalized cross section of typical grading is attached in Figure .1. For the purpose of drainage directly behind the wall, a well graded clean crushed rock with a particle size of/z to 3/ inches should be placed for a minimum horizontal distance of at, least feet. A perforated 4 inch diameter drainpipe should be placed .along the back'.portion of the wall, at its base, extending to an .appropriate outlet. Runoff from these drains should not be allowed to flow directly onto steep slope areas without velocity controls, such as rock pads. The finish grade following construction of landscaping walls should be level with the top of the wall. These walls are not structurally designed, and therefore cannot take additional surcharges. Structural Fill and Testing All material proposed. for. use ias structuralfill should consist of a non -expansive, non -deleterious, granular material containing no more than 3 percent organics and the soil should be approved by the geotechnical engineer prior to placement. The fill. should be placed in .horizontal liftsnot. exceeding 12 inches loose thickness, moisture conditioned as necessary and compacted: to a: minimum of 95 percent of Krazan.& Asspeiates.1iie. Offices Serving THe.Western.United States KA.No..092-09020 March 10;.2009 Page 3 of 4 the maximum dry density based on ASTM 'Test Method D4551. In place density tests should be performed to verify suitable'nioisture contents and adequate compaction: If fill is placed .during wet weather, We recommend the use. of a free draining select structural fill. Imported structural fill material should consist of well -graded gravel of a sand and gravel mixture with a maximum grain size of 3 inches and less :than ;5. percent fines. If the proposed structural fill material contains more than 10 percent fines, the geoteclmical engineer should evaluate the fill material prior to placement. All structural fill material ,should be submitted for approval to the geotechnical engineer at least 48 Hours prior to'delivery to thersite. Drainage A minimum 4 .inch diameter perforated PVC' pipe should be placed .at the., base of the wall or walls and sloped to drain to the NW property corner or This pipe may be placed below the bottom of 'the embedded block in order to intercept some of the shallow groundwater.observed in the area. The drain pipe should be backfilled with clean rock at least 1 inch in diameter. Specific recommendations. for and design of storm water disposal systems or septic .disposal systems are beyond the scope of our services and should be prepared by other consultants that are ,familiar with design and discharge requirements. We can provide specific recommendations for groundwater/spring seepage mitigation upon request. Erosion and Sediment Control Erosion and sediment control (l✓SC) :is :used to minimize the transportation: of sediine.nt to wetlands, streams, lakes, drainage systems, and, adjacent properties. Erosion and;aediment: control measures should be taken and these'measures should've in general accordance with local regulations. Asa minimum, the following: basic: recommendations should `be incorporated into ;the design of the erosion and sediment control `features of the site: 1) Phase the soil, foundation, utility, and other work, requiring excavation- or the. disturbance of the site soils, to take place, during the. dry season (generally May through September). However, provided precautions are. taken using Best Management Practices (BMP's), grading activities can be undertaken during the wet season (generally October through April), but : it should also be, known thatthis may:increase the overallcost;ofthe-project. 2) All site work should be completed and stabilized as quickly as possible. 3) Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher ApparenVOpening ;Size(AOS), construction: fa bermor:ofher filtration systems: 4) Any runoff generated by 01ewatering discharge should be treated tIh ough construction of a sediment trap if there :s sufficient space: If space is limited other filtration methods will need to be incorporated. Krazan.& Associates„ lnc: Offices Serving The: Western United States KA No. 092-09020 March 10, 2009. Page 4 of 4 Vegetation should not be removed from ;slope areas without protection of exposed soils, and`immediately re-establishing pennanent erosion control on the site. Water flow on, the slope should be limited, and roof. footing, and yarddrains should not be directed toward, or onto the steep slope areas: LIMITATIONS The geotechnical information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper: for this project. It is not warranted that such inforrimation.and, interpretation: cannot be superseded by future geoteclinical developments. We emphasize tliat this report. is valid for this project as outlined above, and 'should :not. be used for any other -site. Our report is prepared for the, exclusive use of our client. No other party may rely on the product of our services, unless we agree in advance to such reliance in writing. This letter is limited in scope, to the construction of landscaping walls with our oversight. and inspection. Specific recommendations for surface and groundwater mitigation have not been provided at this time. If you have any questions, or .if we :may be of further assistance; please .do riot hesitate o contact our office at.(425) 485-5519. Respectfully submitted, KRAZAN & ASSOCIATES; INC. Phil Haberman, P.G., P.E.G. Senior Project Manager PF /gs M kcw� Gopal. A. ,Singam, P.E. Geotechnical Division Manager Krazan &-Assoclates, Inc.. Offices.Serving'The Western United States Generalized Wall Cross Section F/N/SHEDGRADE AN A00TNWAL WILL NO MAYER THAN 4 FEET M HEIGHT,, MAY BE COISMIXIM-A MOM DISTANCE OF 4 FEET MD-M THE LOWER WALL WnN THE SANE CMISiTR11CTICH SP INIMA 106 MODULAR: ELOM / -;RMRWFILL FLRX WALL LIP TO VANES w-4IT]:f NAzwu t CH) (MOTH.) BFNCNED.AND METED NATIVE SOILS 2 FEEf W BI 12' NMBRWI OF 0RNNIGE ROCK (S/B brR chen K'Aw) 2 REEF YMNAI TOE GRADE �V 4 bdi don Aw pwfore d aCudule 40-PVC5&41�wmwedN140I04r`MHL Pqm Mndd be. dped nq I= bMnd Um !@i1AN FEEf OF flIBkDNENf (enaMALEVEUKG PAD / • I I I FolI MTION '.AIL - 4 MEMU DENSENATM SON. 717 Alder Street, Edmonds, WA GENERALIZED CROSS-SECTION Figure 1 ,lob Number: 092-09020 Drawn B : WRJ RevisedPAH Drawing Number: 1 Date: March 9, 2009 ll'� i y1 L & Associates, Inc min Type: 1Na11 Section cry celftftale of Occupancy DEPAENT OF BUILQINGS PER INTERNATIONAL RRTMESIDENTIAL CODE,SECTION R110 AT: Occupancy established by this certificate: No. Stories: 2 Owner of building: The Single Family Residence at 71 of the 2003 edition of the International Residential Code the proposed occupancy is classified. -�-; =Building Permit M 2006-0660 Dwelling Unifs: 1 Type of Construction: VB i nspected and approved complying with the requirements group and division of occupancy and the use for which Issued this 24th day of November. 2008 Chief Building Official By; 14 IF vV •c..� Any change of occupancy or use requires a buil ing permit and a new Certificate of Occupancy issued by the City of Edmonds Building Official. V 21��L _ Ir�l v tcol jLmn i Fes.ni ` 1 : 0 5ED 18.30.060 DEVELOPMENT APPROVAL STANDARDS 10. ESH& BE BSI ED AND ECONSTRUCTED IN A MANNER THAT I111L MINIMIZE EROSION FOR EROSION AND $E NTAIION CONTROL 00 PLAN w ApDITION, Sto�£s �rAu BE STABIUZRI Nt ACC(ROANCI 11►TT/ ESC REtwrRa�T;lr N0, 2. ESC MINIMUM REOUIREMENM ALL ACTIVITIES NECESSITATING A CLEARING OR GRADING 11. ESC WANUM RWITtAR£MENr -- CONTRWAG OfF-SITE EROSION. PROPER RES AND PERMIT AND ALL UTniTY PROE'CTS CONSISTING OF ADORE THAN $00 LINEAL FE)`T Of WADER WAYS DOWSTRE'AM FROM DEWLOPMENT .90 SHALL BE PROTECTED FROM TRETUCH EXCAVATION SHALL BE REQUIRED TO CONTROL EROSION AND SEDIMENT DURING EROSION DUE TO INCREASED IN 7HE VOEUM£, WELOCITY,, AND PEAK ROW RATE OF CONSTRUCTION AND TO PERMANENTLY STABILIZE EXPOSED SOIL RESULTING FROM STORM WADER RUNOFF FRAIL THE PROuE•CT SIX CONSTRUCTJOhi PROJECTS iNVMWNG A CRITICAL AREA MAY ALSO BE REQUIRED TO 12.ESC A&MUM REQUIREMENT - STABIUZA170V OF 1F11PARARY CONVEYANCE CHANNELS COMPLY W?H ANY COMBINATION OF THE ESC MINIMUM REQUIREMENT . COMPLIANCE AND CRITLETS ALL )EMPORARY G4V-91E CONkEYANCE CHANNELS SiIALL BE DESIIA"lfD, W1tL BE DafONSIRATED THROUGH INC IMPLEMENTATION OF AN APPROn ESC PLAN. CONSTRUCTED AND STABIU2t0 TO PRLI+F.NT EROSION FROM THE EXPECTED i IOCYTY GUIDELINES FOR PREPARING ESC PLANS ARE PROVIDED !N THE MANURE. THE PLAN OF FLOW FARM A TV --YEAR, 24-HOUR FREQUENCY STtTkM FOR THE DEVELOPMENT MUST ADDRESS THE FOILOWNG RE41UIREML7M CAN00N STABIUZA OCW ADEQUATE TO PREVENT ERGtSKNV OF CUTLETS,, ADJACENT T. ESC MINIMUM REQUIREMENT -- CONSTRUCTION ACCESS ROUTE CONSTRUCTON STREAM BANkS, SLOPES AND DOffNSTEARM REACHES SHALL BE PROVIDED AT IRE' wma,E ACCESS SHALL BE i#tETIlEtE'R PRACTICAL, LIMITED TO ONE ROUTE: ACCESS OUTLETS OF ALL CONVEYANCE SYSTEMS POSTS SHALL BE STABILIZED WIN QUARRY SPALLS OR CRUSHED ROCK TO MINIMWE 13, ESC MINIMUM REQUIREMENT -• STORM ORAIWINLJET PR07ECIMW. ALL STORM THE 1RACYlN1G OF SEDIMENT ONTO PUBLIC ROADS IF SEDIMENT IS TRANSPORTED ONJO DRAIN INLETS MADE W RABLE DURNG COJSTRUCTTON SHALL BE PROTECTED SO THAT A ROAD SURFACE; ME ROADS SHALL BE CLEANED THOROUCKY AT THE END OF EACH STORM WATER RUWFF SHALL NOT ENDER THE CONVEYANCE SYSTEIIi NITHOUT RRST DAY. SEDIMENT STALL BE REMOdED FROM ROADS BY SHOY!' W OR SWEEPING AND BE BE7NO FILTERED OR 01HERMSE TREA IED TO REMOVE SEDIMENT: TRANSP{IRTEIJ TO A CUM1R20 SFDIMENt DISPOSAL AREA N1THW 24 HOURS STREET 14.ESC REQUIREMENT - REMOVAL OF TEMPORARY SUPS: ALL TEMPORARY EROSJGW WASJINIVG SHALL BE ALLON£D ONLY AFTER SEDIMENT 1S RE�11OV15D NJ THIS MANNER AND SOMENT CONTROL BMPS SHALL BE REMOVED: NTIHIN 3O DAYS AFTER FINAL 811E 2. ESC MINIMUM REQUIREMENT - STABIU2ARCIN OF EXPOSED AREAS ALL SOILS STABVZ4PON IS ACH6W OR AFTER THE TEMPORARY BMPS ARE NO LONGER NEEDED. EXPOSED BY LW DISTURBING ACTINIDES SHALL BE STAMAD BY SUITABLE 7RAPPED SWIAfE'NT SHALL BE REMOVED OR STABIL12ED ON 91E. DISTURBED SM APPLICATION OF BW% INCLUDING, BUT NOT LAND Tip SOD, HVROSEELMNG, OR AREAS RE'SUL77NO FROM REMOVAL SHALL BE PERMANENRY STABILiXEO. OUTLET W/DITCH OUTLET W/O DITCH D CLASS 001, RIP RAP CLASS I RIP RAP CLASS "B" RIP RAP CLASS I RIP RAP TONS S.M. TONS F.PAT Q TONS S.I. TONS 300 1.8 3.3 4.2 1.6 4.2 0.9 3.3 1.7 0.9 3.3 375 1.8 5.9 5.9 2.7 6.9 0.9 4.2 2.5 1.8. 6.0 450 2.7 8.4 7.5 3.6 8.4 1.8 5.9 3.3 1.e.. 6.7- 800 4.6 11.7 12.E 6.4 12.5 2.7 0.2 1 6.9 3..6.::10.0 7aO 7.3 17.6 17.6 10.0 18.4 4.5 13.4 1 9.2 6.4 14.2 900 10.0 23.4 24.2 13.6 25.1 8.4 18.4 13.4 9. 1--- 19�2 1050 13.6 30.9 32.6 18.1 32.6 9.1 23.4 18.4 1200 - - 41.0 23.6 41.8 - - 23.4 15.4 1350 - - 50.2 29.9 51.8 - - 30.1 19.1 39.3 1500 - 61.0 36.3 62.7 - 38.8 23.6 46.8 1860 - 1 1 72.7 43.5 74.4 - - 46.2 99.0 58.0 1800 - I 1 85.3 1 51.7 87.0 - 53.5 34.5 65.2 OTHER t£GETAITOND, PLASTIC LYIVFITING OR MULCHING ALL BMPSS SHALL BE SELECTED, DESIQY£D, AND MAINTAINED IN ACCORDANCE WIN THE MANUAL THE EXPOSED SOILS 15, ER09ON AND SEDIMENT CONTROL REQUIREMENT - DEWATERING CONSTRUCTION RL7FR FABRIC MATERIAL IN SHALL Of STABILIZED ACCORDING TO AN APPROWE'D TIMETABLE. (TYPICALLY, NO SOILS SITES. DEWAIERiW SYSUS SHALL DISCTIARCE' INTO A SMAENT TRAP OR SEDIMENT CCXV7TNOUS ROLLS USE STAPLES S. O 71NOWRE SHALL REMAIN EXPOSED FOR -MORE THAN T1i1� DAYS FROM OCTOBER 1 TNROM APRIL POYD. C RINGS ATTACH 30 AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30). 16. EROSION AND SEDIMENT CONTROL REQUIREMENT - CONTROL OF POLLUTANTS FABRIC TO WE J. ESC MINIMUM REQUTAWENTS - PR07ECITON OF ADJACENT PROPERTIES, ADJACENT OTHER 1HAN SEDIMENT ON C09STRUCAON SITE'S, ALL POLLUTANTS OTHER THAN PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DET'OS+T10N BY APPROPRIATF USE SEDIMENT THAT OCLYIR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED Or IN A MANNER THAT DIODES NOT CAUSE aaNTAMINnav OF STi7RM WATERT H Of 1fa7A7IV>: BUFFER SIMPS; SEDIMENT BARRIERS OR FILTER, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS, 17. EROSION AND SEDIMENT C0N7RO1 REQUIREMENT - FINANCIAL UARIUTY, I! 111L.L.1- WERE MESH SUPPORT FENCE 4, ESC MINIMUM REQUIREMENT - MAINTENANCE ALL ERO5I0W ND SEDIMENT CONTROL PWfWMA&VE BANflK OR OTHER APA?"ATE RRANCIAL NYSTR WNM SHALL BE j TO SUPPORT FILTER FABRIC BMPS SHALL BE REGUDARLY IWECND AND MAINTAINED BY 1HE O1�FNER TO ENSURE REQUIRED FOR ALL PROJECTS rO ENSURE' COMPLIANCE WTH THE APPROVED N CONTTNUED PERFORMANCE OF THEIR INTENDED FUNCTION ALL MAINTENANCE AND EROSION AND SEDIMENT CONTROL PLAN, FORD, 3013 9 1, 1995] MW 20?6 P-dt'fiOtt JkC WAVAC Amendments 2bJ6 Editibn IBCw/WACAmendments 02496 Edition t1pC Nv/I.V Amendments and Appendices A,13, I 2006 Edition' I,NIC w/WAC Amendments (32006 Edition is JC w/VI,A,CAmendments f:20C& Edition IBC/WACAmendments 1320.C6 Edition' IA.Q WAC 51-13 4Q2QC6.Editibn'WSEC WAC 51-11 D $LOPE 1.5:1 OR FLATTER REPAIR SHALL BE CONDUCTED IN ACCORDANCE WIN THE MANUAL. SECTION A -A 5. ESC MINIMUM REQUIREMENT -- OTHER BMPS AS REQUIRED BY THE CITY, OTHER FILTER FABRIC � � �" APPRWAIr NPS TO MITIGATE 1H£ EFFECTS OF INCREASED RU &T SE/ALL BE APPLIED. SECURED 70 2 X 2 _. - - PIPE OUTLET WITH DITCH 6, EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UT1LirY T4 GA. MORE FABRIC: -.- .-. Hote: This drawingis dimensioned in CONSTRUCAON! THECONSTR9NOV OF UNDERGROUND UTIUTYONES SHAD SPECIFICALLY ECX/AL ► BURY BOLT ! ()F gLTER millimetersunlessotherwise ADDRESS THE FOUOM- `v MATERIAL 8 TO 12 depicted within the drawing. EROSION CONTROL F•OR EXCAVATED AND STOCKPILED MATERIALS b, THE PLACEMENT OF EXCAVATED MATERIAL NfOE CONSISTENT N IH SAFETY 2* X Ems' � �' L , S A(AX. AND SPACE LYJ 50MA nOINS SHALL BE PLACED ON THE UPHILL SIDE Of TRENCHES; � y U a, NCH DEW SYSTEM (MUST DISYIIARGE INTO SEDIMENT TT7AP� 2' X 2' WOOD POSTS OR SST PW4 OR OlnDt ACaPrABLE MEANS), EQUIVALENT d. TRACKING AND SPILUNG OF MATERIALS ON 5 ETS DUE TOI HAULING,• 44 a. DAILY CLEANUP AND STREET MAINTENANCE PLACE 14 45' WASHED G'RAWL iN 7 AODITTONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS ALL NEW DMOPMENT AND REVEMOPMENT THAT INCLUDES AND DISTURBING ACTIWIES OF 8a-F2* " / . THE IRENCH AND ON BOTH SIDE'S OF `" `';� FiLTE'R FABRIC ffNCE ON THE SURFACE: GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MErVNG THE MINIMUM REMREiOTS SET FORTH ABOVE SHAU LWKY NTH ESC REQUNIMIS LISTED Ba fK APPROVED BY PLANNING ,9. ESC MINIMUM RE(Jtl+1REAfENT - DEUNEA7E aEARJNG AND EASEMENT UMTS IN THE FED, MARK CLEjARDNG LtANTS ANDf01R ANY EASFAI£NM SETBACKS, SENSTAW%lXllllCAL 8" AREAS AND THE BWR'FERS, TREES AND DRAINAGE COURSES. CONTRAC R_,F�s� fDEWLOPER SHALL MAINTAIN AND REPLACE 9. ESC MINIMUM REQUIREMENT - SE'OIMENT TRAPPING; PRIOR TO LEAVING IHE 517E, STRAW BALES TO INSURE PRM ER090N CM IR'4L. SWM WATER RUNOFF STIALL PASS THROUGH A SEDIMENT POND OR SET UDYr IRAP, OR OTHER APPROPRIATE BURS SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIM AND OTHER BMPS INTENDED 70 IRAP SI'DWETNT ON -SITE SHALL TEVORARY FLATER FABRIC FENCE 0FY INSPECTION REQUIRED ON ALL BE CANSTTTIICMD AS A FIRST STEP IN'GRADING. 7HE'5E BMPS SHALL Of FUNCTIONAL EROSION C001ROt METHODS BEFORE WORE LAND DISTURBING ACiR41IES TARE PLAN EARTHEN STRUCTURES, SUCH AS N. 7 S. - OTHER l4!'1RK CAN BEGIN. OAMa DXM AND 909ONS SHALL BE SEEDED AND MULCHED ACCORDING TO AN APP B TTMETAW. H= RIP RAP TO TOP OF PIPE (MAX. H = D + T) T- 375mm CLASS I RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS T= 800mm CLASS '8' RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS 4 X D i Ell MODULAR =142 WAU HEIGHT VARIES UP T`4 FELT MAXIMUM (MIN.) TOE GRADE r`!%I MINIMUM 1.0 FEEr of EMDEOMtW FINISHED GRADE AN ADDITIONAL WALL, NO CAEAiM THAN 4 FEEr IN HOOK MAY BE CON9TNl1OTE0 A M6NMUM O°WNCE Or 4 FEET OEMN'D THE LOWER WALL WITH THE SAl{E CORWIL1 TION VMFMATIONS or lax aarmnekllNv okay eaa le minimlee InfdlreUon (e Inch thick min, over MIrdll N14O) " LL 2 BENCHED AND KEYED NATIVE SOILS 2 FEET 12' MINIMUM OF DMNAOE ROCK (0/13 Inch, clean angular) 2 FEET MINIMUM 4 Inch diameter perlon:W ochadu1* 40 PVC pTpo,wmmpp#d A N140 Mier Fabrla. Pipe should be alaped away from behind the wail crushed PAD/ �Vffll emeHod rack)i"�-i\ FOUNDATION Soil MBDIUM DENSE 94 rVE SOIL 717 Alder Street, Edmonds, WA GENERALIZED CROSS-SECTION Figure 1 Job Number: 092-09020 Drawn B 7 WRJ Revised By: PA tit- �1 Drawin plumber: 1 Date: March 9, 2009 - 40K.:.�`c��. &Associates , ! n c rawin Type: Wall Section 1 I I A -� p PLAN I i i I I T i FILTER FABRIC SECTION B-B PIPE OUTLET WITHOUT DITCH METRIC STANDARD DRAWING FOR GUIDE FOR RIP RAP AT PIPE OUTLET I T FILTER FABRIC °'`NathifF, in this permit approval process shall be i'ntoror�sd �� allati�ing or permitting the tn{nitrice cifFlrrently eistin illegal, noncdnl`brnt" or unpermitted building, structure or site condition wh tb is outside the scope of the ormit otion, re '2ss of whether such iu�Ddl�°ti".�tu or condition is shown on the �i�p� ��ttts[rp d�i�,ta��yu1t� bui�ipding, atrutiure or �11�42 E23�=3T �iG �iai X7�3bj ZlI a �pa t-Amusent action." vxamty Ma NTS fonds MaIn t S�..__ �._ Anderson Center, I aaytan on St j y PROJECT LOCATION Wa Mrc a I I "No LEGAL DESCRIPTION: CITY OF EDMONDS BLK 090 D-000-LOTS 29-30 PARCEL ID: 00434209002900 zolv� 002 J INSTALL NEW PRE ENGINEERED WALL SYSTEM AT NORTH SIDE OF PROPERTY LINE. NORTHEREN MOST WALL TO BE SET NO CLOSER THAN 7'-61' .- . -. (��2©UOFF PROPERTY LINE. a�21�(� 71-6" 11 151-011 SETBACK 9 6„ L 8825/919 ? 8®' REVEGATATE DISRUPTED AREA - IV UPON COTWORK PER GEO GEO TECHECH ENGINEER INEER TYP. EL 9.7/92.7 �I EL 86 890 • NEW PRE ENGINEERED RETAINING WALL SYSTEM, MAX HEIGHT NOT TO EXCEED 3'-01, EXTEND OF FILTER FABRIC FENCING SEE CITY STD DETAIL SLOPE GRADE @ TOP OF WALL TO BE A MAXMUM OF 2:1, TYPICAL ALL LOCATIONS SOIL EXPORT - IMPORT QUANTITIES: LESS THAN 300 CY WILL BE IMPORTED OR EXPORTED UNDER THIS PERMIT JAN 27 2W BUi0DK OF gbMDN S 7 • ROOF DECK EL 84.0/87.0 IE I + EL 83B 865 ROOF I \ DECK EL 82.7 5.7 • I I \ 49• • EL 82.0 5.0 EL BIB 5 EL 81318 EL 810/84fd \ �-a - - - 79'-3" t l x;n. ,Fcoved 9,C>V STREET IL EN11�aotoa-tea 717 ARder Street Edmonds, WA 98020 Sheet Hndexo O esllst) ARCHITECTURAL o s Al COVER SHEET, NOTES, SITE PLAN, DETAILS ° _-�. � � IICldllllill - o �� ? I IIIIIIIII I -._,.. � Illluulll uum o C l� � � Ill Ilia Illldl Idl OWNER Cx OT Idll�ilou'iN E ECHNIGAL IIIIUIIIIIIIII CLINT WORTHINGTON KRAZAN 4 ASSOCIATES, INC 717 ALDER STREET Phil Haberman Illiullmla EDMONDS, WA 98020 11715 N. Creek ParkwaySouth, Suite C106 IIIIIIIIIuuI�iN 425.77E 6480 � uuummmun Bothell, WA 98011 I ullluum 425.776.7759 425.465.5519 uou� hummu ClintW454DComcast.net 42BASS.6837 FAX VA IlliuullulN PhilwabermansKr z4n.comilllluumlm. (� Illllllllm�p ARCHITECT CONTRACTOR - -- A.D. SHAPIRO ARCHITECTS PS Edmonds Landscaping, Inc IIIIIIIINB TONY SHAPIRO Francis Spillanep �� II'Inlllu� 21705"HIGHWAY 99, SUITE 2 22319 76th Ave W ` /L.I�JJI NIIIIIII� Illlllllltllll LYNNWOOD, WA 9803E Edmonds, WA 9802E pllulllllui 425.77eS400 425 775 0427 tIIIIIi. I 425.7783032 FAX o pmuumla II 'III" tonyS�ADSha iro.com Fspillaneleedmondslandecaping.coin (I"'III""'° EL \ 1097, EXIST WALL WAS NO CROSS PATCHING, ALL NEW WALL IS CROSSHATCHED ,, �IIIIIIIIIN o � Ipullpullb DrTwlugo Symb,_-'�Rs II � ROOM TITLE IlllNll" FLOOR SURFACE (D LOUDSPEAKER CONNECTION IIIIIIL�I� ROOM S I zE +-® TV PORT N ��IIII�IIIIIII) DATA PORT _ ` 381 NORTH ARROW DUPLEX OUTLET CI" -d TELEPHONE SOCKET 0 N N D. SHAPIR WINDOW TYPE ST IDLE ASI«TC')<' EXHAUST FAN/LIGHT _----- -- O WALL/PARTITION TYPE ® IN -FLOOR OUTLET DOOR NUMBER ® SMOKE DETECTOR APF140VED AS NOTED jY INE RING 971-511 WMIoiIT .7110 • OiS WILL NOT XTEND INTO SETBACK • - MORE THAN 30', TYPICAL .. " ALL LOCATIONS ■= r, a� ,f J IN e- D, � q c 00 o oILL q O N LU sI�ET Trrr.E: CODE NOTES QSITE PLAN DETAILS TESC NOTES, DETAIL _ RIP RAP DETAIL J SCAM: DRAWN BY: NOTED AS DATE: CHECKED BY 01113AO ADS 871-211 PROJECT NO.: FILE NAME: 12440-01 440-01 A0.0 SHEET NO.: SI[°lI°IE PLAN Al FND. 2" BRASS DISC SURFACE MON., DN. 0.2'; 07/14/09. I I 30' I I (n ¢ w Ur I� ' LL w L L0 "' z W a i i OIL Q Z ¢ n Z O L0 Icy) N I I 30' I I FND. CONC. MON. WITH 3" BRASS DISC IN MON. CASE; 07/14/09. O 0 r� I-:_ I J I 1J SET 5/8" REBAR OFFSET 3.00' S. AND 3.00' E.; LS 18903. N 89°59'42" W _ 300.00'(PLAT) - 299.77'(CALC.) I8" CONC. WALL - IS 0.1' WEST OF PROP. LINE JJ-�-1J I J 2 I JJ 8" CONC. WALL - IS 0.1' WEST OF PROP. LINE 300.00'(PLAT) - 299.73'(CALC.) FND. UNCAPPED 5/8" REBAR, 0.1' S. X 0.2' W. INDEXING DATA: SE 1 /4 SW 1 /4 SEC. 24, TWP. 27 N., RGE. 3 E., W.M. RECORDING CERTIFICATE NO. FILED FOR RECORD THIS DAY OF- AT-M. IN BOOK OF SURVEYS AT PAGE(S) AT THE REQUEST OF TIMOTHY E. HANSON. COUNTY AUDITOR DEPUTY AUDITOR 20 _ _N 89°59'29" W _ 660.00'(PLAT) - 659.66'(MEAS.) N 89 °59' 42" W 60.00'(PLAT - 59.95'(CALC.) FND. UNCAPPED 5/8" REBAR, 0.1' N. X 0.1' W. JJ w t— a-) ¢ O J '-) 0- 0 O o O lip 21J 60.00'(PLAT - 59.95'(CALC. MAPLE STREET 12" CONC. BLOCK WALL IS ON PROP. LINE ST58"R AR �WTH CAP; REBAR ALLEY (UNOPENED) N 89°59'42" W 240.00'(PLAT) - 239.82'(CALC.) to of I� oI I_ NI SET RIVET WITH WASHER; LS 18903 _ 660.00'(PLAT) -_ 659.44'(ME_AS.) _ N 89°59'56" W - BASIS OF BEARNGS AREA = 7,029 SO. FT.± SURVEYOR'S CERTIFICATE J J. I _9y I J 1-J j 6" CONC. WALL IS 0.1' WEST OF PROP. LINE 6" CONC. WALL IS 0.2' WEST OF PROP. LINE 240.00' PLAT - 239.78I' CALC. FND. UNCAPPED 5/8" REBAR, 0.1 S. X 0.3 W. ALDER STREET r�:_ - - - - GRAPHIC SCALE IN FEET 20' 0' 10' 20' 40' THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY RECORDING ACT AT THE REQUEST OF CLINTON AND DIANA WORTHINGTON IN JULY , 20 09 . CERTIFICATE NO. 18903 FND. 2" BRASS DISC SURFACE MON., DN. 0.2'; 07/14/09. I 30' ' MERIDIAN - ASSUMED I LEGAL DESCRIPTION 171 Uj LOTS 29 AND 30, INCLUSIVE, BLOCK 90, CITY OF w EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGE 39, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; LLl w PROPOSED ALLEY VACATION: WUNOPENED TOGETHER WITH THE SOUTH 7.50 FEET OF THE O ALLEY WHICH ABUTS THE NORTH LINE OF LOTS 29 AND 30, BLOCK 90, CITY OF EDMONDS, Q I o ACCORDING TO THE PLAT THEREOF RECORDED IN ¢ Z VOLUME 2 OF PLATS, PAGE 39, RECORDS OF _ a_ SNOHOMISH COUNTY, WASHINGTON. O NOTE: THE ALLEY VACATION SHOWN HEREON IS A 00 O PROPOSED VACATION, CURRENTLY UNDER CONSIDERATION 'n BY THE CITY OF EDMONDS. AT THE TIME OF THIS N I RECORDING, IT HAS NOT BEEN COMPLETED. NOTES 1. THE SURVEY WAS ACCOMPLISHED BY FIELD TRAVERSE - -1v-- -----~METHOD THROUGH- THE -MONUMENTS SHOWN USING -A 05" TOTAL STATION THEODOLITE (LEICA TCRP 1205+). 2. THE SURVEY MEETS OR EXCEEDS THE ACCURACY REQUIREMENTS OF WAC 332-130-090. 3. IT IS NOT THE INTENT OF THIS SURVEY TO SHOW ALL EASEMENTS OF RECORD. 4. REFERENCE SURVEY RECORDED UNDER RECORDING NO. 8310205005. 30' SURVEYOR'S NOTE REGARDING OCCUPATIONAL INDICATORS: THIS SURVEY HAS DEPICTED EXISTING POSSIBLE ENCROACHMENTS IN ACCORDANCE WITH W.A.C. CH. 332.130. THESE OCCUPATION ALINDICATORS MAY DISCLOSE A POTENTIAL FOR CLAIMS OF UNWRITTEN TITLE OWNERSHIP. THE LEGAL RESOLUTION OF OWNERSHIP BASED UPON I UNWRITTEN TITLE CLAIMS HAS NOTBEEN RESOLVED BY THIS SURVEY. FND. 2" BRASS DISC SURFACE MON., DN. 0.2'; 07/14/09. REC IVEED JAN'2 7:2010 DEVELOPMENT SERVICES CTR CITY OF EDMONDS 1" = 20' REcEIAj�D E. y W A Z ,p 18903 p Fss/ NAL SLANG JAN 7 2 ZpiQ T T r I L DEVELOPMENT SERVICES CTR. CITY OF EDMONDS RECORD OF SURVEY FOR CLINTON AND DIANA WORTHINGTON TI M H AN SON AND ASSOCIATES, INC. 8255 CULTUS BAY ROAD CLINTON, WA 98236 (425) 822-7271 SCALE CHECKED BY FIELD BOOK DATE PROJECT NO. 1 " = 20' TH 176 OCT. 2009 09010 G_.._.� ,--.:.:� 0 0 0 in 'J' 5_j `\ 0 .31%o5i) DEVELOPMENT APPROVAL STANDARDS I10. ESC 11NNtWM REAL# fllkNT - CUT AND flu SLOPES. CUT AND FILL SLCffS SHALL BE DAD AM CMSTRUCIED X A ,WANNER THAT KL UMjW2E EROSION. FOR EROS= AW SEBMTATM CWRM 00 PLAN OV AD1 n W ,, 20ffS 9W bf SrALti; JM W A MA&M OW ESC ffiaM rT W. 2 ESC &% WUW REQU1REWWIS ALL AC71VIRES NECES IATWG A CtEAP&C OR GRADING 11• ESC WNW REQUfRf, &r - CONTR4ILWG OF-57TE ERQSIC,YV. PROPERTIES AND PEWT AND .ALL U71YTY PROE'CTS COANSWO OF MW THAN 500 LINEAL FEET OF WAM R NAYS ODi9NSTREN FROM LTE7rELOPMENr SITES SHAH BE PROTECTED FROM TRENCH EXCAYA710N MALL BE h'EOl)W© TO CONTROL EROSYCiYV AND SEAT DURWG fR05fG�V DUE lrJ INQQEASIO IN THE VIxUM£, VELDCl7Y, AND PEAK FLOW RATE OF COZMC77ON AND TO PERHANENILY STABIUZf EAPOSf7J SM. RESULTING FROM smRM WA7L7e ROOT MOM TILE PKr1.ICr SITE aAS7RUC7Tt7N. PROJECTS INlg1 MG A 0WIfCAL AREA MAY ALSO 6E REOW TO IZESC M" REOMWWT - STMILIZAIRW OF IEl 404WARY CONVEYANCE alANN£LS COMPLY N7Tf ANY COAfBWAAl1AI OF W ESC AtWfA1Ul! REQUIRElWENiS GY7IitPLlANCE AV ODUU ALL TEIMARARY ON-97E WWANCE CIMAWaS W4Lt BE OE57(, ED, 1f9LL BE DLWONS7Tv41ED TxRT3(1Ga'f THE tA1P1EttENrA71OAI OF AN AP;"R0V£D ESC PLAN, MT1i:UCO AND STAKIZED TO PREWVT ER0.WN AIW YE EA'PECTED VROOTY WMNES FOR PREPARING ESC PLANS ARE PROMW W W MANUAL IRE PLAN OF ROWfM A 7ii0-YEAR, 24-HOUR FR•UUENCY SIiw FOR Tfff DEVELa"dfD4r ktilST ADDRTRESS ME f1 LONRVG REQU#REBfEttTS C1;Y01lifON, STABILIZAPaY ADEQUATE TO PREWNr ERL %V OF iX UTs ADJACENT ACCESS &WU B£ WMW" PR 1. EX ,flWAiUM REQ'U#i'EUENT - COYSTRUCIION ACCESS ROUM CONSTRUC710N STfdA17 BANKS, St FIFES AND D011fifS7EAR>lt RiACHEs SHALL BE FNtOV7DED AT TIEACitCA1, f1�t(TED TOONE ROUTE ACCESS OUTLETS OF ALL CONVEYANCE SYSTE13fS POWIS MALL BE STAM20 WTH QUARRY Sf ALLS OR MISW ROCK W jHMM 33 ESC MffdWU,W RE•QMMAIT - STOW DRAIN ftkET PRO715OX f. ALL SrORM W TRACKING OF SEDIN T ONTO PtaX ROADS IFYAOT IS iRhN9WTO UNTO DRAIN EYLEIS MADE OIBRABLE DURAVG CLYVSTRUCIXW SHAtt BE PROTECTED SO MAT A ROAD SURFAQa W ROADS SHALL BE C 9AW MUkUY AT Tiff EA11 OF EA al i SWU WATER RUNOFF SIM NOT ENTER TIE MWYANCE SYSTBN W f0UT FIRS)' DAY. SL7Y Or 5HNL 8E RYAWD fRaV ROADS BY SHOHM a? SNMWG AND 8r BEING FX 7F.RED OR 07T{f WSE TREA Tf0 TO REMOVE SL7lhtiiWr 7RAPf9WIM 17 A Ca+1iTf0LLED SMAW DSPM4 AREA WNW 24 HOURS STREET s. 1FASfhi'VG SHALL BE Awe ONLY AFTER SL iJ,IUENr IS RE10n W If6 MNMR. I4.ESC REWW ENT -• IMMOVAL OF 7FF&ARY RWI ALL TEN? ORARY EROSION AND SIT Mffla LBWS 9VAIL HE ,filil O WIM .V DA YS AFTER FINAL SITE 2. ESC AllhUr UM REUl #DVT -- STA6VZA17aV OF EXPOSED AREAS ALL SOGCS ' srA8�J2i4T11A~f IS ACJiILT ID L>W AFTER TEiIPC>RARY L ARE NO LOUR haDED. EXPOSED BY LAW V57UPaW A0714TiES SHALL BE STABILZED BY St#TABLE TRAPPED S WENT SNAIL BE READ OR SLtBTUZED ON 511E: D15TUR8ED SOIL APPLICATION OF 8MP'S; tNCtUm our NOT Lurm Ta sm, HiJRm cat AREAS RESULTWG FROM REMOVAL SHALL BE PERMANENTLY STABILIZED. OJHfR 4ELETA7kbN PLASTIC WWW OR ufkCIW ALL AWS SMALL BE SaECIM OUTLET W/DITCH OUTLET W/O DITCH D GLASS "B� RIP RAP GLASS I RIP RAP CLASS "B" RIP RAP CLASS I RIP RAP TONS -'PAN S.M. TONS F TONS = S.M. TONS 1 300 1.8 3.3 4.2 1.8 4.2 0.9 3.3 1.7 0.9 3.3 375 1.8 5.9 5.9 2.7 5.9 0.8 4.2 2.5 1.8 5.Q 450 2.7 8.4 7.5 3.6 8.4 1.6 5.8 3.3 1.0 6.7 600 4.5 11.7 12.5 6.4 12.5 2.7 9.2 5.9 3.8 10.0 750 7.3 17.6 17.6 10.0 18.4 4.5 13.4 9.2 6.4 14.2 900 10.0 23.4 24.2 13.+6 25.1 6.4 18.4 13.4 9.1 19.2 1050 13.6 30.9 32.6 18.1 32.6 9.1 23.4 16.4 11.8 25.1 1200 - - 41.0 23.6 41.8 - - 23.4 15.4 31.8 1350 - - 50.2 29.9 51.8 - - 80.1 18.1 39.3 1500 - - 61.0 36.3 62.7 - - 38.8 23.6 48.8 1i650 - - 72.7 43.5 74.4 - - 45.2 29.0 56.0 351.3 51.7 87.0 - - 53.5 34.5 85.2 DF9'QVEQ AND UMTAINEU W AMVROANf�' 197H 7HE MANUAL IRE DMSED SOILS 5. W9W AND W CONTROL Il'EQU EkENT -• DEWATERING CONS7RUG71()N fu TER FA6RIC hiA>ERlAL fN SFM HE STAL7/LM AOMWM ICJ AN AP1DWO N*70L (TYPICALLY, NO SOILS � SITES L7EWAIf N SYST G SMALL fTWARVE NTO A SEDIfff RV OR 9DMWr Ct)NTINWS ROLLS USE STAPLES SNAIL ROM Dd'Q*I'D FOR ItORIE THAN TI{AO DAYS fRfJi4I OC70AW 1 Rh7t;a</0 APRIL i (JI7 tY1RE RUNGS iT1 ATTACH 30 AND NO AIfXiE TWAAr SEIIEiN BAYS FRL7L/ AlAY t Ti>YtfJUG;'1 STJ'OfL�R 3O}. ERQStl3�f Ah6R S t1fIfENT C(�VViI RE4fllf?E NT - CONIh`OL OF POLLUTANTS F"C TO KT_ 3. ESC tifNfAlUrtl RE 'ARRF1"IS -- PROTEC7101V QF ADJACOVT PROFFRTIES ADJAW OT,NfR' MAN SWACNT ON CUf5TR IXW SITES ALL POLLUTANTS ON& THAN PROPEBTE'S SHALL BE PROTECIM BROW SONMT DE7W?XW 9Y rI"X'R1AX USE SST IM T OMN GAt ITE DURING CONSTRUCTION SHALL BE HANDLED AND rn Of WC.ETA ME Rff R $M)S,, =Or BARRtW OR FA TOZ MIE S OR (tItkgffir,� AVM OF W A THAT DOES NOT CAUSE cLwTANJNA710V OF STtJ14Vft VA 7ER OR BY A COMMA tTOiV OF THESE MEASURES AND OTHER ABATE 8MP 7. EROSION AND SMMT CONTROL FCOMf7JMT - FI MAKYAL LIABL 1LITY. WRE ,NFSN SUPP(J 'T FEND 4. ESC r1R f RE"%W&T - MAINIF11 Pgr ALL O M M AND 9Ar V W MV7RQL FMr4WAAAX BWDM OR 07ht API"+ A7E RAN= 64C MASTS SHALL BE 70 SUPPORT FJLiER FAMC. WS MALL BE R:EWtARtY #ffEC70 AAQ) MAWTA#VW BY THE OWN TO EaIRf_ , REaVED FOR ALL PROJECTS TO ENSURE caWVANCF WTH THE APPROVED �v CM7WM PffMOCE OF THEIR WOW FIMC110N. ALL MAINTENANCE AND i, ERdSfOlt+ ANO SMMWt CAVMM PLAN [OW. 39IJ § 1, 199$j WNR SHALL BE CCbNDUCTED f V ACCORDANCE W7H 7W MANUAL 5. ESC lWfiVUAf REQtA EMENT - 07HER bWPS AS REQiJtRED BY THE CITY, QTiILR f?LTEF? fA C APPROPRIATE LAPS TD 1i 7MIr W rFFECrs OF FM ASED Raw 2JAU BE AP'UED SECURED 70 2' X 2' 6. EROSION AND sEDM nr coma REQUIREMENT - UMERGWQUND UTILITY 14 GA. iilRL FABRIC L1t1hI571711GXN 7W WNSiRU NW L1<' thOff WN9 UNITY LINE'S SHALL SPEaWALLY EQUAL � BURY BOTTOMOFFILTE�4 ADt T& MOM. a. EROSION CONTROL FOR EXCAVATO AND STOCKPILED MATERIALS; �A iERiAL 70 12" b. THE PLACEMENT OF EXCAVAE7 MATERIAL W kW C AGSnWT Rt7H SA M 2* X 2' WOOD OR cs 6' 1IlAK AD SPACE M TTONS SHAU f E PLAT D ON 7f>E' MAL SIDE OF rR� E�QUIVALE7V r srs:� (MUST D.=TARL� WTo-=AWVT 7RAPSs - - - _ __ _ �' - -- - - - � X 2` I POSTS (1R _ _ - "01T P OR ONO AOVTAW AGW1 k 2' VALfNT d 7RAaW AND SPflLING OF MA7f RIMS ON s7RFE7S DUE TO HAULING _ e DAILY CLEANUP AND SMfFT Mi 1Af0V NCE 't r 1 PLACE3g'_T g` A p GRAVEL IN 7 AMRONAL ESC 0 01AW REQUlR MEN15 FOR LARGER DEYELOPUENTS ALL NEW $ ;�2• I Tff 1R J AND ON DOM WS OF DEYELIA°AIfNr AND RmEVEL yr THAT MUMS AND p1STURL3UVG ACT7YTTlES OFRLTER FABRIC FENCE ON W SURFACE O?EATE'R THAN. OR EWAL Ta LINE ACRE W ADD17M TQ MEETNO THE MIN VVM 0 J-1 cn - -� y, s ��t .. +..:M ilil ir,^:':,s'`t."l;i.};��'I'}S•�j3'�J }i C�i:�..., G:l)", 4i �'i8rrli.l_tL'i- �r:: r t.1r ontl xisti3i 111 a i'e:NfiintL• llftliC:£' fii: jt ' { nonconferillirl r ,:' Wlr'sa•>rlit�;ed building, stcuetu {�r Bite c�rNci#l;rri S t,l,', is outside the scope of the ermit applic-' of whetl�ee such ti3r2ding, strL'• A.U!'ei Orcondition is yilO'l n Oil the r ,� tji'b731?(�lI?y flt►tiCtilPu' OA sic, !yy yy. j +�c j € enarate niJ All�lt4Ji1 [i.A, A�' 1J,�Ci.:1 �.. f.��:i Map 0 C' of Edmonds Building Department Ity PRi VED PLAN U 7 .y G t f>�U`21 NTS <� Bell SI _ Bell SI defi 5f -- r� i Q ARCHITECTURAL Al COV ER SHEET NOTES, SITE PLAN, DETAILS -� i Edmonds __ Main St ---� r Wain'St o`. u5i - Francis E - . y y Anderson CenWr � p K[ Dayton St prn) a b - ,T TXI i' i 111 ill an �t Teawam Da on 8t -' r� J III p _ __ x AaIIIe Si FA: OWNER 1 > In i CLINT WORTHINGTON Alder St 717 ,OLDER STREET _.... d EDMONDS, WA 98020 a 425.776.6480 tiNairui S _. NSlainut St t 25J76.7759 .._ __ - r�' `. CI IntW45@Comcast net D SLOPE 1 _5i:1 Ir o. OR FLRTTER _.Holly Dr i Cedor St HD�.eq rvay W1a,�nofa, ; ARCHITECT A.D. SHAPIRO ARCHITECTS PS cn "ticrneia u' d. sT{rusest TONY SHAPIRO m Spruce P1 > E 21705 HIGHWAY 99, SUITE 2 _ LYNNwoO t7, WA 98036 T Hemlock lNay „Hem)crx 5T 425.775.5400 FILTER FASAIC 425.7783032 FAX SECTION A -A PROJECT TonyS@ADShapirogcom LOCATION Note: PIPE OUTLET WITH DITCH This drawing is dimensioned in millimeters unless otherwise depicted within the drawing. W46R OTS SET F6147H A00W SIM CIOIItPLY AfTN ESC Rf*W WETVTS LISTED BELOW. I �� S. ESL rVMUM REMRSIOT -- DEIIIVEA79E aFARNG AND 0SUOT LOTS IN WE I f7ELD, MARK aEAttLNG LETS Avo/a? ANY EA-q fE?1im Sf78A01'S; SF1577fi+t/aawAL g" AREAS AND IftE BUFFERS TREfS AND DRAINAGE COURSES CONTRAMID VELOPER 'WALL MAINFAW AND REPLACE 9. ESC ,1f lfL r REi1ULRiAfENr - SEMUT MPM PRW 7O LFAt9iVG IffE 517� STRAW BALES TO INSURE P,OPF? ER09CN COMP L STt71t11f WATER RAW WAU PASS R1RQu(,Tf A SL7J1MT PW OR SWAOT TRAP, OR OTHER APPRILJPRfATE CHIPS SF01A VT POAOS AND TRAPS, PERIftfETER DNCESs sEL NrBAW"-5� AAD oTTfER Batws Alaffil TO TRAP SEDOENT ON-sfTE MALL ' IFOORARY FXTER FABRIC FENCE t�'IY fNSf?ECITUN RE fJlft'ED ON ALL 1 81CMAW CTf4 AS A fTRSr S9P ,1N ORAt ftSF qrS MALL BE RhVCTtlYVAc fRLiStON CG1N7Rlit AlEINODS BEFORE BOW LAND PSTURF` W ACIMIES TAKE PLACE EART3#3V STTTUCT!Wf SUCH AS N. T.S - ArhER 1fY)RK CAN BE£Yht OAM5 DNM Ah0 D14E1?SONS SfMIL BE SEfTO AM Mikafil; AWDOW 74 AN I APARO0 TTA&E: H= RIP RAP TO TOP OF PIPE (MAX. H = D + T) T= 375mm GLASS I RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS T= 300atm CLASS 18: RIP RAP UNLESS OTHERWISE SHOWN ON PLANS GENEfRAL f ZED WALL Namxxq 1T{ocxs liE144r(a Yom UP TO 4 FEPI tl almu lM ok) e I ' TOE MOE 1 utulmuN f.0 MV DF MOMENT r LEVELING PAD/,.. {ct� ruck) CITY OF EDMON S ...,..�. WORK�rll�tYtG� `�1' ADDRESS �. .1x psi.. 1/J}]/• 1 '�v"!tv"�a<+'ii>1Nze. //�/ 1,i A•�++.�ve.a.. ,..r �i'a}tIi E.rLJ°:ii�w J 0 .., 47(D / j\ A �l 1"�\ Aft OF WORK RSS SECTION EERNFI) AND REY';D NATK SOU it NIHM4 DF GUNME TICK c5/B l4 c� eagUlerj 4 fncd drmTeter W.n.W ached•.de 4C PVC ptpa,wrwed with N140 ate: fabtl& Flips shcM be sloped aww $vm 6ek6 tiro well. IN FGIINDATIM SOIL MED;UM F» NAIVE ML 717 Alder Street, dmond , Wit GENERALIZED CROSS-SECT16N Figure 1 Job Dumber: 092-0902 Drawn B : W'VRJ RevisedBv: PAH T Drawin Number: 1 Date: March 9, �009 �.. , `:.�~ r If �L: & A S s c i a t e s _ Inc __...._- _-- ., r., toI-11 REVEGATATE DISRUPTED AREA AN ADDITIML MLL N0 GREATER THAN 4 FAT IN HB=, NAY SE CONSTNMM A 1R ItMUN USTMCE EF 4 R�Er EEMD TIE tD•x�t WAL arN � stiyE DDtsraucnaH sr r�FT �troNsMAX H' © PLAN �a� MAXIMUM OF 2:1, TYPICAL ALL LOCATIONS SOIL EXPORT - � � IMPORT T QUANTITIES: LESS THAN 300 CY WILL FILTER FABRIC SECTION B-B BE IMPORTED OR PIPE OUTLET WITHOUT DITCH EXPORTED UNDER THIS METRIC STANDARD DRAWING FOR PERMIT GUIDE FOR RIP RAP AT PIPE OUTLET -------- - -.,_ "DAYLIGHT" 50TH SEEF=AGE. DRAINS FROM B�'�CK OF NEW RETAINING WALL5 TO ROCK LINED "CHANNEL, PER DETAIL. DIRECT CHANNEL IN UPON CaMPLETTiTON of WORK � PER CEO TECH E�lC�1NEER, TYP. NEW PRE!ENC�INEERED u RETAINING UJ,4LL'('SYSTEM, - - - - - - �XC��.D 3' -Qj 11 V�NEPIC - ..Y.^,p, EXTEND 01< FILTER FABRIC ------ � FENCING 5 - - - �� CITE STD , ak`Yi ..• Fitt\�'i,.T • DEVIL ._ -�._• >�.. �� SLOPE GRADE @TOE' OF 1�1,4LL TO �� >4 82 <> o -C oR o LEGAL DESCRIPTION- CITY OF EDMONDS 5LK 090 D-000-LOTS 29-30 PARCEL 1D= 00434209002900 ac co) D) Q/-e- (a v/"'700 APPROVED BY PLANIVI MCA Y� WIN •' + • q 17 - J -, rr (a-c-R Vw ")111) ROOT" I TITLE FLOOR SURFACE ROOM .S i zE - M 0 NORTH ARROW WI1,0014 TYPE WALL/PARTITION TYPE " DOOR NUM5ER GEOTECHNICAL IIIII��NII��I► KRZAZAN $ ASSOCIATES, INC _..� « II�uN111111 Phil Haberman �y I�h11tlINdII 11715 N. Creek Parkway South, Suite C106 ° NIIIIIINIIIIIII nouNlmmnu f3othell, WA 98011 ppaamsN 425.485.5519 NNI�pNuNmgIII 425.485,ro6371"AX �NNNNIdII PhiiNaberman@Krazan com �� ullmmnN CONTRACTOR � 1I��l4,� 1 Edmonds L.anciscaping, Inc Francis Spillane IIhIIgIIIII) 22319 76th Ave W - T111 � Edmonds, WA 9802to NnuammN IINI,I,,Nq 425 775 0427 f__- dlNilU, Fspillane@edmondslandacaping.com ��' pmfemmf II'III�' _ V;� IINI�1111�11 �.�IINII1911 ��"�1. bC� A',$) I lil ull IINIII N �� II�II�IG�I `\ °louull�� 05 LOUDSPEAKER CONNECTION _ - V> p IIgIIIIIIdII - +-� Tv PORT I� is DATA PORT _ DUPLEX OUTLET -aC ' C`I' -Q TELEPHONE SOCKET HONY D. SHAPIR EXHAUST FAN/LIGHT ®SST Q IN -FLOOR OUTLET SMOKE. DETECTOR cTREE FILE 97' I , � • ,lam .� �� ' ! �i � r�l Ora EXIST WALL AS NO CR056 �xc cd ' +� HATCHING, ALL NEW WALL IS CF_03�onrm SHTj P4,Ax-N q 0 0 O Gy . } } no_oewr S1' T1PTF E: W CODE NOTES QC . 4 SITE PLAN Q DETAILS TESC NOTES, DETAIL MAY 2 7 2009 BUILDING DEPAWIMENT CITY OF EDMOND$ SCAM 11:�1[B.�;AIM T BY: NOTED AS 04/01/09 ADS 87'-2" PROJECT x ICJ <: 1F Lay, 12440-01 440-01 AO.0 p I:B » AS'S 5UP-r- .c.K MON N NA At_t-may OV E Z'74.4 F i z cu LAX) 9 {9 0.0j " NOKTH oF-.Post-rioN { N IcIL 90 H INLTTatt 101 s lot 9z IN r gas q-7 14 L N 0' 01' �3,. E '161-7�' `: %R �leA pr� wry N �9 89 K 00 �1 SAtz.�N�a �, !�. LG1T`� Z9 34 00 C-0 PLA'-r oF- i-vMQlJpg,,3 L oc-v_ 90 Vo t. Z, PA4 F_ 3 ? Yr 9 �NQHaNttgH OtdNTY'f WiaSN It,44TON , 9 E 4 o; � �5'.- _, �.. �6 �R TIC ��4ka ..•.�,� Ott. r hLit. --- $ R1Z T1 E S Ld t_ iG H EAp 6 $ - 88 8-1 WIZAJI , 7 `1' 0 a9 W�sr of p0:5Ino�v - b 7 O . r Z.' W�sroF-Position! • t�l 00 I jutzF',�Gw M4N N 0 �Z E FLAT)`�. 7T"AvE: RECORDING CERTIFICATE FILED FOR RECORD BY SKY VALLEY SURVEYING & MAPPING THIS DAY OF A.D. AND RECORDED IN VOLUME OF SURVEYS ON PAGE , RECORDS OF COUNTY, WASHINGTON. MANAGER ILIOC HCHCULLNCQ n" 0/1ACfi NC i1LN SUPT. OF RECORDS $BASS ft-t Kr"A Q E: MON 1 °+zuxv 6 n� I 55 M H 1 ° F_ASr RIt-t 100 ASSL-LM�.A % AL e : I " = 10 W I ' o o z4 A M I IpIAN: A55um,,v -DA-rwm . AS�µMEp \r� T"�tt�avowt�-l�.:T4F'CoeJ#TL1017� o 0'' CID�'� M: t�>✓NTAX -9 Fri 81 z %uxzvF-Y-By FII~t_'DTT_AVr_Me E: -FF-r, WA 33z-136-690 L1��o�w is 3t,834 ' �7 1'1- w A'1' � ► � 5WV-Aj yfEe_.Z417wpz7N;Iz3E W1t-L.AT'I F__TF_MF-V-%'JIAR SURVEYORS CERTIFICATE B L p.. Job No. Client iI�C. THIS MAP CORRECTLY REPRESENTS A BOUNDARY SURVEY MADE BY ME OR UNDER MY /, C, DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SURVEY RECORDING ACT, AT 'iy Z70o f- 7d 7fAvE fir✓ THE REQUEST OF 6L -'Pdt x 4 VIE" WA 786z THIS _461" DAY OF QCT0'51 .'<' 2Q0 o:ti , Drawn 5807'S �L Date 1 Q - Z A'-D 5' CERTIFICATE no. 1 s3075" �t.lt.atsv Field -K M$ 41 5 PRdFESSIONAL LAND SURVEYOR Expms Z. - t �t � og, Field Book No. Lpom Ire:o,1F 713Rh55 MON v IM CAs�r R Ec iE I vr_-- MAY 19 2006 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS SKY VALLEY SURVEYING & MAPPING A n MICHAEL E. BELL, PLS #18075 "EDNIONDS,'WA 4425) 771-2874 i . i P=—CEIV ED MA Y 19 2-CCSo DEVELOPMENT SERVICES CTR. CITY OF EDMONDS When recorded mail to: City Clerk City of Edmonds 121 Fifth Avenue North Edmonds, WA 98020 CONFORMED COPY 201002020010 5 PGS 02102/2010 9:03am 166.00 SNOHOMISH COUNTY, RSHINGTON SPACE ABOVE THE LINE FOR RECORDERS USE Assessor's Parcel No.: jon.Al_-? o2g00 Applicant: nL /A/T ¢,gj,gA6&_1d(3,QT.�//A/�7ZP,.1' ENCROACHMENT AGREEMENT This ENCROACHMENT AGREEMENT ("Agreement") is entered into between the CITY OF EDMONDS ("City") and l'LIwiT . njL4AtA Lt/f7. - MA11 AlC=—Ton/ ("Owner[s]"), in accordance with Chapter 18.70 of the Edmonds Community Development Code. 1. The Property. Owner is the owner of that certain real property located at 7/7 .4Z7' within the City of Edmonds, Washington, Assessor's Parcel Number and more particularly described as follows Le��1: or as described -in Exhibit "A" attached hereto and incorporated herein by reference. e 2. The Easement. The City right-of-way adjacent to owner's property or an existing easement used for (strike those that don't apply) [street, road, alley, trail, sidewalk, bikepath, pedestrian easement, sanitary sewer, water; storm, other 3. The Encroachment. The Owner desires to encroach upon the public easement and the City hereby covenants and agrees and. grants its permission to Owner to allow A t'(�i V1 im wall &A mci r\+V► Oina-kA+v I: i ro. I Atl, 4--A on to remain in a portion of the City right-of-way/easement. A parti l site plan, scaled "=20', showing the location of the encroachment is attached as Exhibit `B" and incorporated by reference. This Agreement is subject to the following terms and conditions: -lof4- "A a. On behalf of themselves, their successors and assigns, the Owner promises to maintain, repair, remove and/or replace the encroachment located in the easement at their sole expense to the standards established by the City. All maintenance, repair, removal and/or replacement shall be conducted solely at the Owners' expense. b. The Owner, on behalf of themselves and their successors and assigns, acknowledge that the City had no obligation to approve the encroachment within the easement for the sole benefit of the Owner, and the agreements contained herein, provide sufficient consideration for the Owner and their successors and assigns to maintain, repair, remove and/or replace said encroachment located in the easement at their sole expense in perpetuity. c. The Owner promises to indemnify and hold harmless the City, its officers, agents and employees from any loss, claim or liability of any kind or nature arising from or out of its promises contained within this agreement, including any damage that may be caused to the encroachment by the City's operation, maintenance, repair, replacement or other work related to construction activity within the easement This promise to hold harmless and indemnify includes defense by counsel of the City's choosing, the payment of reasonable attorney's fees and court costs. Nothing herein, however, shall be interpreted to require the Owner to indemnify the City from the negligence or intentional tortuous act of its employees, officers, or agents. d. The Owner shall at the request of the City, promptly remove, repair, reconstruct, and/or replace the encroachment at the Owners' sole expense. Upon receipt of notification from the City that the City requires removal of all or portions of the encroachment from within the easement, the Owner will promptly remove those portions of the encroachment from within the easement area as required by the City at their sole expense. If the portions of the encroachment required by the City to be removed are not timely removed by the Owner, they shall be removed by the City at the expense of the Owner, and the Owner shall reimburse the City for the costs of removal of the encroachment and disposal of materials as well as for any increased construction costs or consequential damages incurred by the City due to the Owners' delay. In the event that portions of the encroachment must be removed to facilitate utility and/or construction activity by the City within the easement or other requirements of the City, the Owner shall be solely responsible for replacement of the encroachment at their expense upon completion of the utility and/or construction or other activity by the City. e. Whatever rights and obligations were acquired by the City with respect to the easement shall remain and continue in full force and effect and shall in no way be affected by City's grant of permission to construct and maintain the encroachment structure. -2of4- f The property owner is required to provide and continually maintain during the term of the permit a certificate of insurance naming the City as an additional insured, with respect to liability, and providing that it shall be primary as to any other policy of insurance. A copy of the insurance certificate shall be provided to the City at the beginning of each calendar year, no later than the 21" day of January. 4. Entire Agreement. This Agreement constitutes the entire agreement between the parties with respect to the subject matter hereof and supersedes and replaces all other agreements, oral or written, between the parties with respect to the subject matter. This agreement may not be amended except in writing in a document filed of record with the auditor of Snohomish County, Washington. 5. Notices. Any notice which is required or may be given pursuant to this Agreement shall be sent in writing by United States mail, first class, postage pre -paid, registered or certified with return receipt requested, or by other comparable commercial means and addressed as follows: If to the City: If to the Owner: City Engineer &ZZAZr a- 17JAAZ.V U/nRT_H1 /G7*61/ City of Edmonds 7/? _4L�,P—„S�" 121 Fifth Avenue North F/7Mld49 !?RjO20 Edmonds, WA 98020 which addresses may be changed from time to time by providing notice to the other party in the manner described above. 6. Waiver. City's consent to or approval of any act or omission by Owner shall not constitute a waiver of any other default by Owner and shall not be deemed a waiver or render unnecessary City's consent for approval to any subsequent act by Owner. Any waiver by City of any default must be in writing and shall not be a waiver of any other default concerning the same or any other provision of the Agreement. 7. Termination of Agreement. In addition to any other remedy provided for by law, the City reserves the right to terminate this. agreement in the event the encroachment negatively impacts or damages the City's easement and/or underlying utility systems or violates any condition of service adopted by the City, at its sole discretion, as may be necessary to prevent damage to the City's utility system, or any other public facility which may be impacted by the Owners' failure to properly use the easement. 8. Successors and Assigns. This Agreement shall be binding and inure to the benefit of the parties hereto and their respective legal representatives, successors, and assigns. Owner agrees to incorporate this agreement by reference in any subsequent deeds to the property, but any failure to do so does not invalidate this provision. -3of4- ,ri I 9. Capa6ty. Each party represents that the person(s) executing this Agreement on behalf of such party has the authority to execute this Agreement and by such signature(s) thereby bind such party. IN WITNESS WHEREOF, the parties hereto have executed this Agreement on this (74 day of 4C"hel- , 20,_. OWNER(S): STATE OF WASHINGTON COUNTY OF SNOHOMISH This day, personally appeared before me, 7Z'/1i¢z/ to me known to be the e�rson(s) who executed the within and foregoing docum nt and that (he/she/they) hT signed the same as his/her/their) /7iS free and voluntary act and deed for the uses and purposes therein mentioned. Notary /P blic CITY OF EDMONDS By: �a', � a j EN IVISION Typed or Printed Name My Commission expires: 9-19—'l Ex tA 1 -6 1 T- " B ' oij VeD 11 6-1f or N -89*59'42*' W 60.00'(PLAT - 59.95'(CALC.) ti r7L-)— FND. UNCAPPED IL IV) 5/8" REBAR, 0,1: N. X 0,1' Il- CONC. WALL - IS 0.1' 1AEST OF IPROP. UNE I Qo C) 0 (\l < < CN C) C) C)O WOIZTHIN6 —iom I CONC. WALL IS 0.1' WEST R�!_DWCE LLJ OF PROP. LINE 117 ALDER 5-F IEMWDS; W& 0 cl<020;?o 60.00'(PLAT - 59.95'(CALC.) o (wo �l SET RIVET WiTlH---________w_0 WASHER; LS 18903 i. CONC. WALL IS 0.2' VEST OF PROP. LINE I