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22417 96TH AVE W.PDF1111111111 lill 15550 22417 96TH AVE W 0 E 44 ADDRESS: TAX ACCOUNT/PARCEL NUMBER: BUILDING PERMIT (NEW STRUCTURE): COVENANTS (RECORDED) CRITICAL AREAS: DETERMINATION: 0 Conditional Waiver 0 Study Required Waiver DISCRETIONARY PERMIT #'S: 40. 2 DRAINAGE PLAN DATED: n PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PERMITS (OTHER): 0-n- PLANNING DATA CHECKLIST DATED: 0 -1 SCALED PLOT PLAN DATED: �k& 1:1 4.(�5 SEWER LID FEE $: 1111111F3 5 D4, 1,,S2 SHORT PLAT FILE: D LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE / ENCROACHMENT PERMIT FO WATER METER TAP CARD DATED: OTHER: LATEMP\DSrs\Fomis\Street File Checklist.doc E PLANNING DATA NAME- Na1UY1GtA?A5c-300. IV16. DATE- 0 8 2W06 SITE ADDRESS: ',j, 2.4 X X q 1# 771 vi, W PLAN CHK#- 05- PROJECT DESCRIPTION:_ W eW 0:� 0-0-.,, a a rage &aa it I -st -Pi o oy- 2-(o I Im d, C4 oo r 1 7- a n to - f% r% V-7 " 1 '7 A& Ef - 01 REDUCED SITE PLAN PROVIDED?: MAP PAGE:- 104 CORNER LOT: fftaie FLAG LOT: ZONING: &5- 9 CRITICAL AREAS DETERMINATION #: 04- Up UStudv Reauired: A'Waiver Ll Conditional Waiver SEPA DETERMINATION: S?(4?,MPf UFee Li Checklist Ll APO list wl notarized form Ll(Needed for 500 cubic yards of grading, Shoreline Area- site within 200 ft- of Puget Sound or Lake Ballinger) a Exempt 146 W01*4 �ardb of oradfog pnpo.4�- SET BACKS: A 1-1-� Si VE Required Setbacks:, E W N StFe t:A.8 ttftSide: R49W Side:_ Rear—. Actual Setbacks: Is VV Skeet: q'6- E:eft Side:-�t - —454tlside: Street map checked for additional setback required? (Yes No NA) Ll DETACHED STRUCTURES: LJ ROCKERIES: Ll FENCE SITRELLISES: fit., Rk BAY WINDOWS / PROJECTING MODULATION: J\Afv� 5?'+19 Ll STAIRS/ DECKS: OYU, 6kVWV1 C7ffCl, f I aM /77� PARKING: Required: Actual: A I'n +Looy') +- 9 10 rVICA I. Y-1 -F-100v' FOf LOT AREA:. +I-+ LOT COVERA 4- +100r CTXvVt6tr10) 4- S55-26 (!54r'd'b) Calculations: (Lo Ta-c-A EIDYCAq) 't 7,q Djo - 7, A: 38Z-8 BUILDING HEIGHT: B% 683- 9;:� Datum Point:. "UtlI.A00 Datum Elevation: -to loo o, :354. 1 E; MaximumAllowed: 'A Z16' N 6 6-_4 D 3 &Z. 2-1 Actual Height:1,4.5?�( q 0 4r7 A.D-U. CREATED?:&] —Yes) One.., VjkC)fjZ�yj _--j h 0 W41U, IF33. -+a, -uq -= SUBDIVISION: 0� 504-133 jg lot 6pe 24,413 9107" A115, W. ' .1 - a .21AA a LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: ()Le—s/e Pl5n Review By: Newl3PPlanningDataForm -DOC at-* Jun 22 05 01:37a BILLIE LUNSFORD 425 673 9915 p.2 PAGE 07 GEOGRaJP FS/17/2005 02:51 4256499758 -/35 STREET FILE �(A C;y LIMnD GEOTECKNICAL INVESTIGATION PROPOSED 2-LOT SHORT PLAT, 22413 - 96" AVENUE WEST EDMONDS, WASHINGTON C-2058 Prepared for Ms. Sandra Zuanich Nalund & As3ociate!4 Inc. 9792 Edmonds Way, 0266 Edmonds, Washington 98020 June 17,2005 GEO Group Northwcst, Inc. 13240 NE 20th Street, Suite 10 Bellevue, Washington 98005 Phone: (42S) 649-8757 / Fax:.(425) "9-8758 Jun 22 05 01:38a BILLIE LUNSFORD GEOGROUP 425 673 9815 PAGE 03 p.4 @6/1712005 02:51 4256498758 a enwimmw" ftmnftw Group Northwest. Inc. Cj�2058 June 17,2005 Ms. Sandra Zusnich Na1und-&As;s*6atm--;nC� 9792 Edmm& WIY,#266 Edmonds, Washington 98020 Subject Limitcd Geotcchnical Invest'Pt'an Proposed 2-Lot Short Plat 224-11 - 9&-AV=C`Wcst Edmonds, Washington Dear Ms. Zuanich: GEO Group Northwest, Inc., is pleased to present the results from its limited geotechnical investigation of, the property -referenced- above- and 1ocaftd-in-EdwvndsvWV&k'9t=- Wr- supervised the cxcavation of four cxP1CMtO1rY test Pits OR the Middle and east UM -of the Site to invest1gM t6e subsurface soil conditions for the proposed construction of a, new single-family residence. Project Dewiption GEO Group Nortbwest Inc., w2S retained by TM New Homes, LLC, tO perform a gwtcch� engimcer*.study of the weggcm put of dx prqperty (the projw site)- We Undef`StaDd the property ix planned to be subdivided"into two lots (a wcstcm lot Md an Castcm lot)- Mw proposed residence vn1l be located on the mstem lot. rue exisft residence owsitr- wiU.oCCuM the wl6stcm lot. Our work was completed per your roquest in yotw letter to us dated June 2, 2005. We also discussed-the-geotccWcal-inveWption-scope-wittr the piaject V Jc Mcoomell a Associatts, prior to performing the expkwation woyk 13240 ME Ift ftmt 3uNs 18 - (Mtm-w, Virashfi*9n IBM Pbavo 4=442-UAT . FAX 42SM247M Jun 22 05 01:38a 0$/17/2005 02:51 BILLIE LUNSFORD 4256498758 425 673 9015 PAGE 04 P. 5 G-2058 June 17,2005 tcs' Inc. Page 2 Ms:- Sandra- Zuanich- Ngund* Assom Site DescriPti*12 The site is located on the east side of the 22400 block of 9e Avenue West in a residential The site consists of a rectangular -shaped lot that is neighborhood of Edmonds, Washington - Its in si7 approximatclY 0.38 ac e. TU site is occupied by a single-family residcn= that has 0 e story and a daylight basement. The resi&nce is Tocatcd on the west part of the site. Existing 3nd" proposcd site features am illustrated in Plate I - Site Plan. lie site has a gentle slope dowaward toward the east (approximately 6 feet of elevation change across 200 feet). C."logic overview According-104be - prepared -by the Scattle-OMWgic- Mapping- proiect of the University of Washington and datcd August 12. 2003. the surficial soils at the site are mapped as being QuaternarY-aF glacial sediments depo3ited during the Vashon Stadc of the Fraser Glaciation. Tbcse deposits in the immediate site vicinity reportedly consist of glacial till. The till typically consists of dense, unsorted mixtures -of fine to medium grained sand, gravcl and silt that werc directly overridden by the advancing Pugct Lobe glacier. These deposits Often have a surficial weathered zone that is loose to medium dense and is up to 5 feet thick. Limited quantities of perched groundwater may accumulate on top of the dense, relatively unweathered glacial till soils during the wet season. Subsurface Investi9ption GEo Group Northwest� Inc., supervised die drilling of four exploratory test pits at the site On June 13, 2005. The test pits were excavated using a small, rubber -track �ackhoc supplicd and operated-by others. Tb"c3t-pjts-wcrc-cxczvatcd to depft-rangft betweertapproxi"tC`ly-3-aw 4 feet below ft &�Omd surface (bgs). Each of the te3t Pits was terminated in dense or very dense native soils. The test pit locations are illustrated on Plate I - Site Plan. The test pits werc logged by a geologist from our firm. We collected ter en ve samples of the soil-units-encoumered in-thc-test-piM ThmsarVks were taken -to -our- Mfire- for furtbef examination and for testing of their moisture content. ne test pits were backfilled with the excavated soils immediately after we had completed our activities. CEO Group Nor*wes4 Inc. Jun 22 05 01:38a BILLIE LUMSFORD 425 673 9815 pAGE 0 . 5 P.b �6/17/2005 02:51 4256498758 GEDGRO . UP G-2059 June 17,2005 Page 3 Ms. Sandra Zuanicb - Nalund ASWi2tes, Inc - Investigation Findings Soils encountered in the coinpleted test pits generally consisted of surficial layer of loose silty sand topsoil underlain with loose to medium dense, silty sand with minor gravel and occasional sandy silt- with-oiganic& Dem to very -dense, gFay silty saild with gravel was -found bclow-the mcdium dense soils at each of the te3t pit locations. In bocings 13- 1 and B-2 in the northwest Part Of the site, these soils were overlain with a layer of medium dense silty sand fill that is approximately 5 to 6 feet thicIL 'Me layer of sandy soils typically was found to range between 1.5 to 3.5 feet in thickness in borings B-3, a-5, and B-6. This layer was not fWad 'in boring B4 in the middle of the site. Dense to very dense,.damp silt was c . ncountered below the sandy soils in each of the borings. Copies of the soil boring logs are provided in Attachment A to this report. We interpret the dense silty sand with gravel soils encountered in the test pits to be glacial till, as *rh sur cis of silty sand and sandy. silt found in the dewribed in the geologic literature. . c ficiRl lay test pits generally consist of weathered glacial till or, in some ateas, younger alluviurn (such. as the silty soils with organics, in particular). Groundvrater was not encountered in the test pits; however light water seepage was observed in test pit TP-3 ju. tb.c north part of the eagern lot. Also, the upper several inches of the glacial till soils encountered in the test pits exhibited significant oxidation staining.. Which suggests that these soils may contain perched water an a seasonal basis. CONCLUSIONS AND RECOMMENDATIONS Bascd on the results of our study, it is our opinion that the main geotechnical considerations for the. proposcd. development. inrlu&. foundation- support carthwWk (including excavations, slopes, and the placement and compaction of fills), and subsurface drainage. in genefal, conventional footing foundations for the proposed residcnce on the proposed west lot can be mipported on the dense silty sand (glaaial-tiR so& encewft"d -at-dePths Of-approy-imaicly I fcct below the ground surface. GEO Group No"hwest, Inc. SINGLE FAMILY RESIDENCE PROPOSED FOR LOT 2 Q BUILDING TYPE R-3 CONSTRUCTION V-6 LOT SIZE 7,173 SF ZONING R-8 UJ < crl— SETBACKS (MIN) FRONT 7.5' REAR 7.5' SIDE 7.5' BUILDING SIZE (SF) MAIN FLOOR 1903 SF UPPER FLOOR 1298 SF TOTAL LIVING 3201 SF GARAGE 570 SF TOTAL BLDG. AREA 3771 SF IMPERVIOUS SURFACE cf� BLDG. + OVERHANGS 3032 SF a DRIVEWAY 1017 SF TOTAL IMPV. SURF 4049 SF NEW LEGAL DESCRIPTION < LOT 1: THE WEST114.84 FEET OF LOT 106, PINECREST, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 13 OF PLATS, PAGE < 55, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. LOT 2: LOT 106, PINECREST, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 13 OF PLATS, PAGE 55, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; EXCEPT THE WEST 114.84 FEET, TOGETHER WITH AN EASEMENT FOR INGRESS, EGRESS AND UTILITYES OVER, UNDER AND ACROSS THE SOUTH 20.00 FEET OF LOT 1. SITUATE IN TE COUNTY OF SNOHOMISH, -STATE -OF WASHINGTON. SITE ADDRESS Jun 22 05 01:39a BILLIE LUNSFORD GEOGROLP B6/17/2005 02:51 4256498758 425 673 9815 VAU� k3b p.7 G-2058 June 17,2005 Pagef Ms. Sandra Zuanich - Nalund & Asociate3, Inc- -------------- The near -surface, wcathued, site soils are expected to have relatively poor infiltration characteristics due to their substantial silt content. and limited thickness. The undcrlying, dense glacial till soils are expected to provide poor infiltration capability. Recommendations rcgording.geotechnically-related aspWts of the anticipated site developMent are presented in the following Aections of this report 13uIlding Foundations cted on the west lot of the Proposed short Plat can be '17he proposed residence to be constru mn a be supported on conventional spread and colu footings that bear directly o t dense to very dense native site soils. Tbcsc soils are anticipated to be present below depths of approximately 3 fcct, 6sed on the findings from our investigation. if areas are encountered where suitable soils are not pre,.mmt at foundation subgrade elevations, the foundation excavations can be extended downward to suitable bearing. soils� and then either 1) the foundations can be constructed directly on the dense soils. or 2) the over -excavated area can be backfilled with compacted structural fill or lean -mix concrete and the foundations can be constructed directly on the backfill. IFoundafions that will be ronstructcd on structural fillshould be supported on a structml fill prism that extends at an inclitation. of I H: IV outward from tM foundation cdg" to the dense native soil subgrade. It should be understood that theexcavatioin required to cornstrud the fill prisms will need to be sloped back per the recownwodatims in the Excavations and Slopes scWon-of this-mpom Our. [.=0==ndc&dcsign,criteria-f0r conv=tional SpM8d_fQ0dD&f0unjdatio�aM-aS . -f*ll*wS: Allowable bearing-prmure, including all"dead'and- live loads: 3,000 psf Dense to very dense, native soil 2,000 psf Compacted structural 611- _ Minimum depth to base of paimeW rooftg below adjacent fiml exterior grade = 18 inches. - Minimusn depth to bottom of interior footings below top of floor slab - 12 inches CEO Group Nortbwest, Inr— Jun 22 05 01:39a BILLIE LUNSFORD 425 673 9815 PA(*- Of P.8 0,6/17/2em e2:51 425649875B GEOGR.OUP. G-2058 June 17, 2005 , 'LA.. e..uir2-7-.mAnieh --Nalunct& Assmilte-St Inc- . Minimum width of wall footings — 16 inches Minimum lateral dimension of column footings 22 24 inches - Estimated post -construction settlement "' va-ivch- I . differential settlement across building width = 1A inch - Estimated post-constrUCtIOn A one-third increase in the above allowable bearing pressures can be used when considering short-tcrm hwsitory wind.or scismic loads - Lateral ioads can be resisted by friction between the foundation and the supporting co.m. pacled rjlj Su4grade or by passive eartb-preswro acting on -the buried pod.ions-of &e. foundations. For the latter case, the foundations must be poured "ncat!' against the existing undisturbed soil or be backfilled with compacted structural fill. Out recommended parameters arc 9$ f011Ows: Passive Pressure (Lateral Resistance) 350 pcf equivalent fluid wcigbt for compacted structural fill 350 pef equivalent fluid weight for native dense soil Coefficient of Friction (Friction Factor) 0.35 for comPacted structural fill 0.3.5. for native dense raoil we recommend that drains be placed around the pelimctcr footings. Details regarding the instatlation-of -perimemrfctuxlRdOn'draim'amProvde&'w the DvxlmW Conlideratiow section of this report. Slab -on -Grade fters Slab -on -grade floors that are supported by the underlYinS soils should be constructcd on. a firm, unyielding subgrade. For this reason, we reco.ramend that the loose soils in the. building area, if pmsent.. be- removed and replaced with compacted strucumal fill, to the proposed 11bor subgrA& elevation- Also, duriog.preparation of the slab subgrade, any areas of the subgrade that have GEO Croup Northwestv 110c. Jun 22 05 01:39a a6/17/2005 02:51 BILLIE LUMSFORD 4 . 256498758 425 673 9815 GEOGROIP PAGE 08 P. 9 June 17,.2005 Ms RsndrA Zuanich - Nalund & ASSOcialC3. h1c. G-2058 Paze 6 been distmbed by construction acti vity should be either re -compacted or excavated and replaced with compacted strucn1ral fill. T-b avoid -moisture build-up on the subgradc. the floor stab should -be placed- Offa*c3l7illarTkeak, which is in nun placed on the prepared subS.rade. The capillary. break should consist Of 3 laYM at cast 6 Inches thick, of frec-draining crushed rock or gravel containing no more than five percent materiat finer than a No. 4 sieve. We reconunend a vapor barrier, sucb as a I 0-Mil' plastic membrane, be placed over the capillary break to reduce watet vapor transmission through the overlyi1mg stab. Two to four inches of sand may be placed over the barrier membrane to protect it during construction. Drainage Considerations The near -surface, weathered, site soils primarily consist of fine to mcdiwn grained silty sand and lesser sandy silt with organics. These soils am expected to provide relatively liudtcd infiltrattion capacity due to their substantiAl silt content and limited MckneSS. The u ndedying, dense glacial till soils are expected to provide poor infiltration capability. We understand that the existing residence on the, site may have an on -site infiltration systcm for its stormwater (roof downspouts). A suspected infiltration line was encountered in test pit T74 at a depth of approxilmtcly 2 feet and was observed to be dry. Based on this observation. it appears that the existing development on site has adequate stomwater ManagtmPt Adding the second residence to the site, howeveri will decrewe the available stonnwater infiltration area On site and also will- increase the quantity of'stormwatcr (fi-om roofdbwnsPOuts) that wiltheed'to be managed. For fimse reasons,. it is our conclusion dtat on -site infutration of stormwater. associaird with the now residence n'aY result in seawml zecwnulatiOn Of water in the sballow soib On site. T16 water coald'hse to elevatibns above the bottoms of the fbotings for the new rcsidmce. Thcrefore,me. rccommcnd.W4*nMfiU&3& altCFnatiVC.nX1h6d fbr.hmdling stomwatcr (footing drains -and roof downspout3) for the sitc, if feasible. GEO Group Northwest, Inc. Jun 22 05 01:39a 06/17/2005 02:51 BILLIE LUNSFORD 4256498758 GEOGRCXJP. 425 673 9815 P.10 t'Abt " G-2058 June. 1.7,.200J Page 7 Ms. Sandra Zuanich - Nalund & Associates, Inc. I the oun Th We recommend. that drains be installed around the Perimeter of f dat'On foot'ri&s' e inimun, diarnetff, performed, rigid PVC drain Pipe- "Me drains should consist of a four inch in bav -gradient sufflCicat pipe- should -be- laid to benext- to . the-botto-m of the fo . eting-and-should- e a to generate flow. The diain line should be bedded on and surrounded with drain rock, pea gravel, or other free -draining granular material. lie pipe and suffoundog drain rock should be wrapped- in -a layer of geotextile We. once -the drains_arc inMHcd,.the_ Cxcavation should be, backfilled with compacted structural fill material, or with general fill if appropfiRte. The surface can then be scaled with asphalt or concrete pavement or with relativelY impermcgblc soil. These recomiy=dations are schematically illustrated in Plate 2 - Typical Footing Drain. Under no circumstance , s. should roof downspout drain lines be connected to the footing drainage system. All roof downspouts should be stparately tightlined to an appropriate stormwater di . scharge point. We recommend that sufficient cleanouts be installed at strategic locations in the drain lines to provide access for _periodic maintenance. Earthwork . and Sitg 131-Afta" Construction areas on the site should be cleared of debris associated with Previous structures and improvements on the site, as well as any leftover fills, topsoil, or or debris. These . gani materials should be-bauW Off -site of used for landscaprig, where- appimp6awi they should -not be used as strucMral fill. F-xc2 *ous and &= Under no circumstances should temporary excavation slopes be greater Than the limits specified in local, state and f ts greater an our fe .edcral goverm. ent safety regulations. Temporary cu th f Ct in heigbt-shGuld-be -sloped no, steeper tbawllt- IV -(HerizontRINCrtical); wbere- adequate space for temporary cuts is not available, shoring may be required to provide lateral support during excavation. Permanent cut and fill slopes at the site should be inclined no steeper than.2HAV. GKO Greim-Nerthwest, IM " Jun.22 05 01:40a BILLIE LUNSFORD 425 673 9815 tIpAir- L 0 06/17/2005 02:51 425649875B� GEOGROUP P. 11 G-2058 June 17,2005 iates� Inc. Page 8 Ms. Sandra Zuanicb - Nalund & Assoc into surface runoff should not be allowed to flow uncontrolled Over the top Of slopes excavation$ - We recommend that a GEO Group NortbwM, Inc.,. rc-prcsen=tive bc on site durin& excavation of cut slopes g=ter than 4 feet i1a height 10 verify anticigatcd geologic conditions and-to."1131c-SIOPe-stab"'ty, Pardmiaxly.. if Swundwatrr-seqngeor-loose- soil conditions.Arc encountered. Subrade P __ _ Maa—ra.1119.n After the completion of site clearingand excavation work, soil subg!a& areas for new structures (such as buildings, cMcTCtC slabs, sidewalks, or pavenwnts), siftOuld be prepared to a firm and unyielding.condition for cOnstruct'On- T-he prepared subgmdes should be observed by the project soft spots or disturbed areas detected in the geotechnical engineer to verify their condition. Any with compacted structural fill or subgrade should be re-comPactr-d Or excavated and replaced crushed rock as directL-d by the geotechnical engineer. L"ctuMLRI Structural fill is defined as fill material that is placed b.clow buildings (foundations and slab-on- gmde floors), sidewalks, pav=cnts� Or Oth" sumctures. Excavated OTt-site Inaterials that meet t1he material specifications for structural -fill presented -below in this report, or are otherwise approved by.thc geotechnical en&i.neer..c-&n be used for strixt"111 fill- Material which is stored on site for later use as sttuctuml fill should be covered with plastic sheeting to protect it from moisture, if its usaVility is sensitive to its moisture cOntcOt- Structuray ftT,ff4terar should be' placed and compacted in accordance with the recOrnir=.dationq provided below or as otherwise approved by the geotechnival engineer during construction. &MLWal FiUY p� All materials to be used as fin (including native soils). should. not.containrocim or lumps. arm. than 3 inches in its greatest diumsion. During wet weather, fill matcrial should.be granulw, with a*fines content (Passing a #200 sieve) of less than 5 percent. AU f ,111.maefial should be plac&d.atei.ncar-its.optil�um.moi#uvc.wMcnL iftbematedal-is-twwet--vD-be-compaeted-,&tbe. Tequired degree, it will be necessary to either dry ibe matcrial or replace the Tmtefial, in order.to GEO Group Northwest, Inc- Jun 22 05 01:37a BILLIE LUNSFORD 425 673 9815 PAGE 11 P.3 06/17/2005 02:51 4256498758 GEOGROUP 'June 17,.2005 G-2058 Ms. Sandra Zuanich Nalund & Associates, Inc. Page 9 be capable of acbieving the Tequired Compaction. Excavated soils that do not Meet the requirements- for re -use as. struchnal- fifl-should be dispoW of Or used for landscaping. Based.on the findings. from our stAmdace investigation, we anticipatc the brown. -wCath-Cfed, loose soils and the gmy, densR� glacial till soils on site will be difficult to compact to the specifications for structural. fill., based on their high moisture content (in the case Of Some Of the weathered soils) and their moistam-sensitive character (in the case of both soil types). As an alternative, an imported granular pit -run material can be used, as neadod, for structural fill, because it will be more uniform in consistency and will be easier to compact. If construction occurs during wet weather, we recommend that the site soils not be used for structural fill, and that an imported, granular material bc used instcad. Structural FLU Caw= All structural fill material should be compacted -to at Jew 95 percent,of * its maximum dry density as dacrutiricd,by ASTU-131 557 (NIC"Od-PYWC10.4 uWess. gthcrwisc- authorizcd-by-thc geoiecbrical engineer, and with the following exceptions. Structural fill material placed under pavement areas should be compacted to at least 90 percent of its maximum dry density, cxccpt for the top 12 inches. of thr- fill, which- should- be compacted to -at least 95-pem-ent of. its-mwdmwn dry density. StructuW fill material should be spread in lifts of 10 inches or less in loose tbickness before it is compacted. The compacted fill material should be field tested by using ASTM Designations ID2.922.and.D301.7., Nuclm Probe Wthodi to va*- that -the required degree of-compactiee is being achieved. Trctich backfill (above the pipe bedding materials) located beneath concrete slabs (including sidewalks, stai im, and patim)j-pavern"; or building-anw; sitould-nmet-the-inateti I- , specifications and compaction critcria outlined above for stmaural fill. If the soils excavated from the -trcnch cannot Tnect the strucrural fill criteria, we recommend that another, more suitable,-matmial.be-wwd. During-wetweathtrwc�recommend-using-a-granularprit-run-szud-and GEO Group Northwest, Inc- Jun 22 05 01:40a 06/17/2005 02:51 BILLIE LUNSFORD 4256498758 GEOGRaip 425 673 9915 PAbL I Z p. 12 June. 17,2005 . . Ms. 7manich - Nalurid & AssociatM Inc. 0-2058 Pap-e 10 gravel material with 100 percent smaller than. 3 inches In diamdcr and less than 5 percent passing a-#200-SiOve. LIMITATIONS 'Mis project has been prepared for the specific application to this project for the exclusive use of Nalund & Associates,lric., and its authorized representatives. Any use of tbjs report by other parties is sokly at tha party's own risk. We recommend that this report be inchul0d"U'm entirety in the proj;ct contract documents for reference during construction. Our fin.dinp and recommendations stated liemin are based on field observations, our experience and judgement. The rccon-anendations am our professional opinion derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the Profession ctumtly.practicing under similar conditions in this area and within the budget constraint No warranty is expressed of implied. In the event that soil conditions are found to differ ftom those identified duringthis study, GEO Group Northwest, Inc., should be notified and the above recommendations should be re-evaluated. ADDITIONAL SERVICES We reconunend that GEO Group Northwest Inc... be retained to perform a review of the final design and specifications of the Project to verify tbat Our gcotechnical reponImendations have been properly interpreted and incorporated into the construction documents and am appropriate for the finalized layout of the project. we also mr-umiricrid that GEO Group NDrthwcst Inc., be retained to providc potcchnical monitoring and testing services during conshuction. A GEO Group Northwest, Inc., representative should observe gwtcchnically-related construction work for compliance with the &�!otcchnical recommendations in this report, and shoulcLvcrify. anticipAted.geologic conditions, on site during excavation- GKO Group Northwest� Inc. Jun 22 05 01:40a P6/17/2005 02:51 BILLIE LUNSFORD 425 673 9815 p.13 4256498758 GEDGROUP PAGE 13 G-2058 June 17,2005 Pagt-lj Ms. Sandra-zuanich --Nalund-& Associates, tnC. we-appmdate-thi.R-opportmity,to, provide you-wi& geotechnical-engineering-sffviccs.(m-this project. Wc)ook for-vard to working with you as the project progresses. Should you have any questions regarding this report or need additional consultation, please feet free to call us. Rcspectfully Submitted, Principal Engjncer GEO Group Northwest, Inc. Jun 22 05 01:40a BILLIE LUMSFORD 425 673 9915 r;XW 14 p.14 06/17/2005 02:51 4 . 256498758 GEDGROLF ILLUSTRATIONS G-2058 GEO Group Northwest, Inc. LIEGEND 'EXPLORATION TEST PIT By GED GROUP NORTHWEV TP-1 (APPROXI'MATE LOCATION) EXISTING ASPffALT ........ . ......... .. EXISTING RIKSUDENCE TP4 :R Ail. AY QrQu Northw�st� ln�. I 13itAw SCALE: 1" 30' KJ CME' "D'- PROPOSED RESIDENCE TP-3 TF-j TP4 0 ... 30 60 SCALE: I INCH 30 FXET T SITE MAP PROPOSElp 2-1-OT SqORT. PLA:r 22,113 - 94TR*VEr4lJF WEST KI)IMOMM WASTfINGTON G-2ps WC D�47t: 61 5 Jun 22 05 01:41a BILLIE LUNSFORD 425 673 9815 p.16 06/17/2005 02:51 4256498759 GEOGROUP PAGE 16 sdmgv* -P--Nbk 140 NL. or eqximhx0 Free *Maiz mWerid (Wkjl�dcmlkedm�A *r drda feeltl 'Wwimm dinch Asmakr deffiniorpaformiedplVICAW 1,14hp—th-9-dunt"I'c"', SAW to &VW a -ay v". A '% 1z Xr;' -Pffl; Mi. CAPILLWO" .... ....... . . . . . . . . . . . . NOT TO SCALE 1.) Do not rcome rigid PVC pipe vvith flexible corrugated plostic. piM 2.) Perforated or slotted PVC pipe shotdd be tight jointed and laid with tk perfamdow at slats down. and with positive gradient toward discharge. 3.) Do not connect roof downspout drains to the fboting drain lines. 4.) Backfill shouid be compacted to 90% of maidmum dry dco3ity b&wd an Modified Proctor. The wp 12 inchcs of backfill shoWd be compacted to 95% of the vmimum dry density if baddiD is to Support sidewdks� driveway, etc. 000111 Group Northwest; Inc. TMCAL --GOTING'DRMY' MOPOSWI-LOTSHORTMAT"'" GwhmhnW "bmm Givin". a 22413 - 96TH AVEnE WWr SCALF- NONE- DAIT-.-- 6116W - I KADX.- KJ --kmpi WC I JOB No^ 0-2058 1. PLATR 2- Jun 22 05 01:41a BILLIE LUMSFORD 425 673 98.15 p.17 06/17/2005 02:51 4256498758 GEOGROUP PAGE 17 AT]rACEMNT A G-209 SOIL CLASSWWATION-LEGEND AND TEST Fff. LOGS- GEO Group Northwest, Inc- Jun 22 05 01:42a BILLIE LUNSFORD 425 673 9815 P.18 06/17/2005 02:51 4256496758 GEOGROUP PAGE 18 LEGEND.- FOR SOIL CLASSIFICA710N- AND- PENETRATION TEST- DAT'N- nowmPr4mm- 1 QMW I LMOPATM CUMMAM&MUnMA I SYMML CLAINO i aPAWLS GOA*VLZ mm dr a* Mies Mall me 111m) 0-.* room ft Lmw"ww. 0 "all pomumteso Cattle An" to CWm awn 0110mra ow" somm Moll .5m M"O.. meeivemomaval LA-L"" CLAYS MoLow am Uni"UNN Law TMA Mo of Vft%ptlLAWTf— wa m altoll asommu"a MANS UUMILM .310% UX 2TANDAM S*W mm 0111111 wave ALT)MAW 4200 two — Fm am 0.4n 0m WORM a" to P�m M5 NOW role is as wmm 74 1 a- 4001PULM. -&Mvvft"�% "mum QW-mWompWAteat.4, aw Uri" OR No RNKZ cc - 030f f pm - owl "Now I -W a OF Flics VELOW ,vGW4WG"lWlft& Raft RHOWREWSM GM 3LTV GRAVOLS. 01101ML41AND&L't MWPJM or FP1.LMSl"Wd 1 OFFM I W 12%. GC;-ATFFPAffMUM"4WWWLQ*- oc CLAM CRW*A.L GMVaVADC-AT M"M5 01 MM74M 7 am Glukaecrs"m GRNMLVS%Mk tffl" Olk sw to Fqw:s Oft~ OF rem B"W ML 4CM4 . t I total calum". I -d 3 — POmrWmW M Vmmwveftty tm" CLEWSM"WWAIEUPWAO&A Wim I PEOUNUISM . ATTWme" 04momew*4104- Am VILTYSAMOILSANWILT MMTUW tom r.LLM IVAN 4 GU"TM QF FIM 0AV9V rMM UNDAMAN Vll)MZtM Tb" I Sir: C Cam 0*1 , p CMM�Q-- UM FWESAMWOR I L 9LTV3M am tow CL POOP"ICCLAY30F"GPftAIMCr$Y.PAICUW3 U 20 'SkTrANDOPISMAMMCLAVTOPLUNI" OL PLAS"C"y 10 I — OWAMC CLAYS OF WM PLASTENT . r WAR 0 to 26 30 40 al so To do go lob Uouto UmrT M ll't MAT ANDOP" "PPO-TOMAMSOU RM DATA "HOT MUT It CLART 3OU us PM4 elm Cmft N WON 04-Wi. f4com Amvp- 4"Cloop Mo" Cowls, Of URM~ "' 3"46 %Lw 1 offe"ft" 0: 4�n Lno 6-4 4. 111 10-30 30-60 .60 15-38 35-OA moi 811-100 26.30 U- Is 35-42 31. do VWYLGM IM1411111910111 bomm V"Oom 3.4 4.0 9-16 &24-ftsm M - us 1.00 - LOG 4.00 vwy MR movillism 310 vWsW "We .011 Group Northwest, Inc. f wimp mmsft - ft In" 310410L aft a , . &.1 ..... nA a 4 "OWN PLATE Jun 22 05 01:42a 06/17/2005 02:51 BILLIE LUNSFORD 425 673 9815 4256498759 GEOGROUP PAGE 19 P. 19 Jun 22 05 01:42a BILLIE LUNSFORD 425 673 9815 p.20 06/1712005 02:51 4256498756 GE.O.GROUP PAGE 20 Jun 22 05 01:43a 06/17/2005 02:51 BILLIE LUMSFORD 4256498758 GEDGRMJP '425 673 9815 p.21 PAGE 21 Jun 22 05 01:43a BILLIE LUNSFORD 425 673 9815 p.22 06/1712005 02:51 425649875B GEOGROUP PAGE 22 Md 0oundiwaft observed. 5 6 992ft U Group -Northwest, Inc. I Goolocmftd elvinmm. GoDk4aft. & TEST PIT LOG-. 22413 - 96TH AVEMN WFST .EDMONDS. WASIRNGTON .JMNG- G-2058 I CA -TV. W16M5 I PLATE A5 Geotechnical Engineers, Geologists Group Northwest, Inc. & Environmental Scientists August 16, 2005 Mr. Dave Friend G-2058 The Healey Alliance PS, Inc. &%or r-or or-�- 1 FILE 1; E S U B 1239 - 12WhAve NE, Ste. E 1 It.. L" Bellevue, WA 98005 AUG 17 2005 JOLDING DEPARTMENT Subject: Geotechnical Plan Review CITY OF EDMONDS Nalund Short Plat 22413 - 96" Avenue West, Edmonds, WA Ref 1. Plan Review Comments, dated August 8, 2005, by Jenny Readwin, Plans Examiner. 2. Geotechnical Rep ort titled, "Limited Geotechiiical Investigation, Proposed 2-Lot Short Plat, 22413 - 96" Avenue West, Edmonds, Washington", prepared by Geo Group Northwest, Inc., dated June 17, 2005. 3. Architectural Plan Sheets, by The Healey Alliance PS, Inc. (Project No. 5650): Sheet No Description Date Rev I Rev 2 Site Site Plan 5-03-05 7-06-05 8-16-05 1 Foundation Pln 5-03-05 8-16-05 2 Main Floor Plan 5-03-05 3 Upper Floor Framing 5-03-05 4 Upper Floor Plan 5-03-05 5 Roof Framing 5-03-05 6 Elevations 5-03-05 6-06-05 7 Details 5-03-05 8-11-05 4. Structural Plan Sheets, by Structural Design Associates S-1.0 Structural Details Undated 5. Civil Plan Sheets, by J. C. McDonnell and Associates CI Cover Page 6-20-05 C3 Notes and Details 6-27-05 C4 Drainage Plan 6-27-05 C5 Profiles & Details 6-27-05 Dear Mr. Friend: We have reviewed the above referenced construction plans and it is our professional opinion they are consistent with the recommendations of the referenced geotechnical engineenng report. 13240 NE 20th Street, Suite 10_ - Bellevue, Washington 98005 Phone 4251649-8757 - FAX 425/649-8758 August 16, 2005 G-2058 Plan Review, Nalund Short Plat Page 2 Should you have any questions, please feel free to contact us. Sincerely, GEO Group Northwest, Inc. Wade J. Lassey Engineering Geologist William Chang, P.E. Principal t20114 G Geo Group Northwest, Inc. vi a s,�/,, CO F—Wade J. Lassey 0 4 � n141 '900 I -. ) ifluMbf ziw �� 21900 1— 21900 21915121.30 > 2 906 21910 . 21911 21900 21901 21.305 'X 1901 18 1141 9604 1 21821 21.23 3 _ 0 21916, - 9G4 4 . 7 1 "1 . 900 902 21920 X �; — ; 2 909 2190a 21919 9630 21912 21909 902 21 c c� 21926 21925 10 219 1160 9607 9.417 9407 9215 W 01,5r 'T 22004 22005 22004 22005 22006 2201, 9414 940 9304 . & 220G4 22015 22014 22015 22014 22014 22014 22017 2201 2014 22018 22016 22017 g'04 7 2 2 2 2 014 22024 IL 22017 .0221 .0' 6 fl: 22025 22024 X — 22022 1221 0, i� — 0 22027 22030 22027 22020 22025 22029 1223 22034 22035 22034 — 220.a2 22028 221113 22101 0 22039 22104 22042 22102 0 22106 220,43 22048 — 22108 �—j 22115 22112 22109 22109 22 4 220" D ST SW/4.22047 22110 Li 22124 22118 22114 C " .117 22121 k2211722122 "' �10 4 22050 220 os� 22124 d, 7,0=r -1221 4 .0. 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Z: — 22311 2231 1223171 22324 22326 3: t; 22317 Cr, Ix Z� 9717 9619 9601 .0, [�E951:7 V) ��2231 8' cli 0) 0 224TH ST SW 22407 9918 9902 9820 98 22408 22407 22406 9218 417 1:1 22415 — 22 1 22414 — 22415 22414 8 1: 224a [241 423 22422 2242 1 22421 — — 22405 224101= 22408 22408 22423 22425 22424 :� 22422 22421 22422 , 433 22423 — 22428 22412 22413 22416 22413 22416 2 22431 22432 — 2242 439 — 22413 225G4 22421 22420 22421 2420 22420 22421 22420 445 9925 9855 9845 22504 22509 22429 22506 22507 2506 22506 — 22507 22506 2250 Edmonds — — — r 1"9 W24 gas W35 22506 22515 Presbyterian 22511 22510 22511 22510 5,0 22511 — 225104' 2251 57 w 9a25 22521 Church 22515 2252 % 22526 22514 22515 22514 22515 98 22531 22600 22519 22518 22519 22516 22517 22516 2252 603 Ip 6T 9807 , 22606 F, 1. F. 22605 226G4 2604 22605 22604 226( 226TH PL SW 22605 — 99920 9909 22615 2 t22608 22609 22608 226 9816 22618 9916 22618 22612 22613 22613 22612 226; e 22615 9908 o 22704 22702 22701 9715 22628 22629 22620 2:22:619 22620 9827 w > 22619 22704 22710 9724 713 22�� < 2271l 22706 (L 2270-6 -j tL 22705 22706 7 WV2TI 9821 > 22 w 22712 W > co a, 22719 - 22715 flZ2705 42..2706 2272e 0 9820 22M 9706 9513 9509 Z 9826 22714 22727 to 9702 Was 1 '. 22726 22721 9505 22723 3 0 9203i 22 31 9701 22805 22907 22805 22803 TH'ST SW 22815 22811 22809 EDMONDS WAY PL SW 22804 Westgat 22810 22806 Chapel' 22 22808 22 a� E RECEIVED 09:92RAIT ;:YDIDPQ Cf' fu CITY OF EDMONDS PERMIT NUMBER CONSTRUCTION PERMIT APPLICATION JOB SUITE/APT# ADDRESS OW E NAM /NAME OF B Sl ESS \A- V� AO� �S'S D 01 - A . 1) 0, PLAT NAME/SUBDIVISION NO.3 LOT NO. -7 L�D NO. CNKSO M W MAILING ADDRESS 5 ooiif - P) L D FEE $ z 97`72, rz-omonss. Kv /,m � 2"(0 PUBLIC RIGHT OF WAY PER OFFICIAL ST�T MA P TESC Appto�ed RW Parmil Required CITY ZIP TIfLEPHONE EXISTING 6,6 PROP6SED Street Use Permit R quired Inspection Required F:7bftar)r)S REQUIRED DEDICATION FT Sidewalk Required Underground N1,1_-j'k METER SIZE LINE J!ZE NO. OF FIXTURES PRV REOUIRE6 YES 0 NO,.t3 3 ADDRESS W REMARKS W OWNERICONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE z z Lu ZIP CITY. ITELEPHONE PL D 0,7 NAME CBL.#, jqENGINEERING REVIEWED'BY DATE, - ix 0 U ADDRESS -9, 777L Z CITY Z IP ThEPHONE FIRE REVIEWED BY DATE W U ',E-D M q As 7 e 22 0 113),5-771 --7A70 U. VARIANCE OR CU AD KA I W SHORELINE OR ADB# PP-0\16- INSPECTION REO'D SEPA COMPLETED EXEMPT STATE ICENSE NUMBER E PIRATION DAT II 11 5 1 0101 I � ? / 13 YES NO: I X Z�f CA# Ul ZONE SIGN AREA . HEIGHT Y CCOUNT PARCEL NO. PROPERT TAXA 0 0 Sill- If 3 -DOO _/06 _00 WAIVE R ALLOWED PROPOSE. A LLOWED 1 PRdPOSEEJ STUDY 13 , I ?. 93 114, si *8 NEW RESIDENTIAL PLUMBING MECH 9� LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT.) COMMERCIAL ALLOWED PROPOSED FRONT SIDE REAR Fj4NT R RW 1 :9 0 - 1-1 ADDITION COMPLIANCE OR 0/. ??5 2 I 5 1 A LI Z MIXED USE CHANGE OF USE PARKING REMODEL MULTIFAMILY SIGN REQ'D PROVIDED I LOTAR ":f PLANNING REVIEWED BY DATE 4L. I I _A REPAIR G FENCE X )� CYDS ( FT.) REMARKS DEMOLISH TANK El OTHER *DONC) -2- 00Lwe 0-C-Le%VE; OF TWFZ nq GARAGE RETAINING WALL FIRE SPRINKLER TN`IC_f1 0-10 PIT wy 1l2__r L-Al z R6CKERY FIREALARM (TYPE OF USE, BUSINESS OR ACTIVITY) EXPLAINn U V__ TYPE C� TRUCTION S C DE C�� I OCCUPANT GROU R U) w a NUMBER NUMBER OF M 0 OF STORIES DWELLING UNITS SPECIAL INSPECTI ON CONSULTANT OCCUPANT LOAD ESCRIBE WORK TO BE DONE REQUIRED ES REMARKS z F)Ikj III A) E- 4) COn Str k.d )'lu -Y\ GEOTEPI�EPff-HA. 3() e)f- -*-I BY: Ft'Nay) I) I ol I rh(p nt- STRUCY�WIG�_ BY: )k�y 1:, - VALUATION $ 12-10 tp Description FEE Description FEE Plan Check &Y5 State Surcharge SOURCE LOTSLOA&% VESTED DATE I ,,HEAT AS Building Permit 61A City Z& Surcharge PLAN CHECK NO: cz_� Z_ Plumbing 0 Base Fee Mechanical THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO' BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBIC Grading DONMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE q.0 SEPARATE PERMISSION. LJ4 67 W PERMIT APPLICATION: SEE ECDC 19.00.005(A)(5) Engr. Review PERMIT LIMIT: SEE ECDC 19.00.005A)(6) Engr. Inspection SEE BACK OF PINK PERMIT FOR MORE INFORMATION ;APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESSORS Fire Review Plan Chk. Deposit �_ ZA W N INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF 9 EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection Receipt # 7 S ALL CLAIMS FOR DAMAGE OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE 5 DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscapelnsp. Total Amt. Due C41 0 NOR LIMIT IN ANY WAY THE CITY's ABILITY TO ENFORCE ANY ORDINANCE PROVISION.. Recording Fee I I Receipt # a7,;L -7) I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION APPLICATION APPROVAL GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- CALL This application is not a permit until signed by the TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building Official or his/her Deputy: and Fees are paid, and IN VIOLATION OF THE L,�,� CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provided. WORKMEN'S COMPENSPMN INTRANCE AND RCW 18:27. LS SIGNAt, DATE Sil TURE(OWNER AGEN DATE SIGNED (425) - �M, ,I _-.1 716 Z5 771-0220 k P ft 11 , to _�Y_ -, 6ATq NTIONI'/" --S/JP EXT. 1333 MRED I I IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTI- ��INA�_)F FICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109 / IBC110 / IRC110. LE YELLOW INSPECTOR PINK W ER GOLD - ASSESSOR W 10/04 PRESS HARD - YOU ARE MAKING 4 COP, S SSMH 51E RIM = 388.40 N. H RC1 LLJ LU Q. �p Lij W1 13RASS NAIL IN - CB RIM = 389.51 12" D.I. S.E= 387.86 8" RCP S.= 388.21 12" PVC N.= 387.86 f77 T-T S S. gr S88'20'13'E 459.88'(ME4S.) S88'20'13'E 460.00'(PLA7) FOUND CONCRETE MONUMENT BRASS DISK IN CASE rj RIM -i- 389.11 12" D.I. NX= 388.06 rl LOT i07 LLJ LOT 80 HOUSE CL CO I END OF FENCE IS 0.5'± N. OF PROP. COR 4.) i7j97 N. EDGE OF CONC. RET. WAL11 I . I . . k . N, E3 IS 0. 1'± S. OF S8822'40'E 201.64'(PLA T) FENCE COR. IS 0.3'± N. & S88*22"24'E20I.59'(G4LCD) &0 M 7 0.6± OF P ?OP. CO 30.00' T14� T85' (777-7- 86.74'. 10" CEDAR 8" iF CEDAR PATV M TEAR 6 7J.' SUJ�ACK_ RE VE CON RETE COVERED _f. H v & ............ ..... .... IV �,_ARE ... .............. LOT 2 WAL Le 12' "111T L .. ...... R Sr 'F R Sr ..... ... 7, 02.'56 ... ....... . 5, L 46 (j F :u D C Uj 10 4�5 415 61 R, A V 41 ell -3 V) E" MO r HAX _75 ................ - .. . - ; ' - -I' Attt(JOIF ri I.... .... ... . '.. E-.-j 1. - .::: '' 2 .......... Cr ...... L Ld .......... V ;11*'..:.:.4:A: ... I I . '::� , II I Q� LOT81 C71 ESP e4 CAMT r'4 ...................... zt . ................................. REh ....... .......... ...... _01 ...... 01 . ...... ... in oil !.z T "S CO 4LL 4 C �C S F`ARALLEL TO SIdE 87.44' NS8'2223"W202.29'(G4LCD) Cr) I I co / N8822'40"W202.33'(PLAT) 3.?o :� e END OF FENCE IS 0. Or PROP. COR _j HOUSE t COF CL V) PATLI FA P01"-r + 100.0 3136-- PEPOIZIT Fbr< ITE BENCHMARK VZ' e7po P_ SET 60D NAIL, IN U TILITY POLE FEET P_E-C't 30, ACTUAL EL. 390.99 U.S. e L)rTvv_AL Do DATUM PT. (PER EDMONDS REQUIREMENT) 6ef� c4VIL t�NQ. �:�WWCAS FOK gu_; _s' 3 (204 F_ REFERENCE EL. 100 LOT105 A r1i LOT I. (_9460 -.1-1-SF) IMPERVIOUS SURFACES IJOUSE & OVERFIANGS SSMH WALKS, DRIVE RIM 390.27 I 0'j- COVERAGE LOT 2 (7f 73 +I -SF) IMPERVIOUS SURFACES HOUSE & OVERHANGS 0b I - �+SF WALKS, DRIVE 101 7 * SF TOTAL (53.41+7-) APPROVED AS NOTED y EERING N88-2240-W 481.65'(PLAT) Datc I. 7-e23' N88'21'35V481.65'(CALCD) �__CALC'D INT. 22812,01TY S T. S. TV GRAf HIG SC:,4LE IN FEET.� LEGEND: 01 E71 FOUND MONUMENT AS DESCRIBED SANITARY SEWER MANHOLE EM GAS VALVE FOUND CONCRETE MONUMENT W1 BRASS DISK IN CASE POWER METER 20 HD CATCH BASIN :Z�E UTILITY POLE (I) EED CX FIRE HYDRANT WATER VALVE WATER METER WATER FAUCET -D- --S- CONIFEROUS TREE 1p-e) Corner-wo DECIDUOUS TRE E 3'-6' WOOD FENCE BURIED SEWER LINE PAINT:*d* --W�- BURIED WATER LINE PAINT !7YRIGHT 7) 2003 THE HEALEY ALLIANCE F6, INC. SINGLE FAMILY RESIDENr-E I-RopoaED FOM LOT. 2 tu q� IBUILDING TYPE R"3 T. r-ONOTFUcTION V-5 LOT SIZE 1,113 ep ZONING i5ET5ACj<6 (MIN) FRONT REAR SIDE X 15UILDING SIZE (ST) MAIN FLOOR M 6F Uf=f=ER FLOOR a 121B5 811F TOTAL LIVING n 3201 W = 5,10 8F TOTAL 15LDG. AREA Bill W till IMPERVIOUS SU I- OVERHANG8 I5I_DC-;. + - DRIVEWAY .175F TOTAL IMPV. 6LIFil' sp NEW LEGAL DESCRIPTION -A tjj LOT 1: THE WEST114.84 FEET OF LOT 106, PINECREST, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 13 OF PLATS, PAGE 55, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. U4 LOT 2: LOT 106, PINECREST, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME- 13 OF PLATS, PAGE 55, RECORDS OF SNOHOMISH COUNTY, WASHINGTON; EXCEPT THE. WEST 114-84 z' FEET. LU TOGETHER WITH AN EASEMENT, FOR INGRESS, EGRESS AND LU > UTILITYES OVER, UNDER AND ACROSS THE SOUTH 20.00 FEET OF LOT 1. SITUATE IN TE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. 2 SITE ADDRESS 224xx 96th Ave W. .Edmonds, WA 98020 APPLICANT/OWNER 9792 Edmonds Way Suite 266. Edmonds, WA 98020 office: (425) 771-7270 fox (425) 771-7105 vl�. .ARCHITECT The Healey Alliance PS, Inc. Q) 01 Ron Heoley, AIA -0 1239 120th Ave NE, Suite E (1113 Bellevue, WA 98005 (425) 454-3096 r STRUCTURAL ENGINEER Structural Design Associates, Inc. Chris C Covington, PE 2210 Hewitt Ave, Suite 401 E tt, WA 98201 vere 44 T_ C� (425) 339-0293 C� z GRADING QUANTITIES :3 C� (N W 6) Cut 145 cu. yds. Fill 20 cu yds. r- (P DATUM NORTH AMERICAN VERTICAL DATUM OF 1988. BASIS OF BEARINGS: BEARINGS SHOWN HEREON ARE BASED ON THE CENTERLINE OF 224TH STREET NORTHWEST BEING SOUTH 88*20'13" EAST AS SHOWN ON THE PLAT OF PINECREST, RECORDED IN VOLUME 13 OF PLATS, AT PAGE 55, RECORDS OF SNOHOMISH COUNTY, Z BENCHMARK: SNOHOMISH COUNTY BENCHMARK NO. R-458 100TH FOUND 3" BRASS DISK IN CONCRETE AT AVENUE WEST AND 220TH STREET SOUTHWEST ELEVATION = 329.30 U.S. FEET. SITE BENCHMARK: tu SET 60D NAIL IN UTILITY POLE ELEVATION = 390.99 U.S. FEET. CONTOUR INTERVAL: 2 .00 U.S. FELT. APPROVED BY PLANNING RESUB PROJEr-T NO. AUG 17 2005 BUILDING DEPARTMENT 'MEET N3. CITY OF EDMONDS P P P I Ell-F e I'T E ------ 1544 e 1/4 11 J- i RE -SUB AUG 17 2005 BuILDINr-,P,!-,P CITY 0 _ ,fflCgDESNT